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HomeMy WebLinkAboutPermit D01-091 - COMFORT SUITES - HOTEL BUILDINGThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. DO1 -091 Comfort Suites 7200 Fun Center Way RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # tode Exemption = Brief Explanatory DeSctiptiop �t�tutel ule The Privacy Act of 1974 evinces Congress' intent that Personal Information — social security numbers are a private concern. As such, individuals' social security numbers are Social Security Numbers redacted to protect those individuals' privacy pursuant 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. to 5 U.S.C. sec. 552(a), and are also exempt from 552(a); RCW 552(a); RCW disclosure under section 42.56.070(1) of the 42.56.070(1) 42.56.070(1) Washington State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card Personal Information — numbers, electronic check numbers, credit expiration 1218 DR2 Financial Information — dates, or bank or other financial account numbers, RCW RCW 42.56.230(4 5) which are exempt from disclosure pursuant to RCW 42.56.230(5) 42.56.230(5), except when disclosure is expressly required by or governed by other law. COMFORT SUITES 7200 FUNCENTER z� rt u4 WY -.J 0 D UJ g. D01 -091 • City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suitc 100 • Thky, i!a. ,,i ();:q I WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERICJ:: EXPIRES, APPLICANT I_+ PROCEEDING AT THEIR :AWN RISK. Parcel No: 242304-9013 Permit No: D01-091 Address: 7200 FUN CENTER WY Status: ISSUED Suite No: Issued: 07 Location: Expires: 01/16/2002 Category: NHTL Type: DEVPERM Zoning: Const Type: III -1HR Occupancy: HOTEL /MOTEL Gas /Elec.: UBC: i997 Units: 000 Fire Protection: SPRINLER /Ai=A Setbacks: North: .0 South: .0 Ea_. .0 West: .0 Water: TUKWILA Sewer: TUKWILA Wetlands: Slopes: Y Streams: Contractor License No: OCCUPANT COMFORT SUITES Phone: 7200 FUN CENTER WY, TUKWILA WA 98188 OWNER HUISH FAMILY FUN CENTERS Phone: 503 682 -9744 29111 SW TOWN CENTER LOOP RD, WILSONVILLE OR 97070 CONTACT DALE SWEENEY Phone: 425 - 454 -0029 DOW FLETCHER & ASSOCAITES, 500 108 NE, SUITE 1150, BELLEVUE WA 9 k k k A k k k* k* k :k * * * ** k k* k k k k k k k k A k k k k k k 4 k 4 A 4 k k k k 4 4 k 4 k A A 4 4 k A k kick* k k k k k k k 4 k k 4# 4 4 4 4 4 4 A 4 + 4 4 4 Perinit Description: CONSTRUCTION OF A NEW 88,137 SQUARE FOOT 4 STORY HOTEL. PW activities include: storm drainage, acc e_s /curb cut, SSS, permanent water meter, irrigati on water meter, cross connection control, erosion prevention and sediment control, permanent stabili ration. * 4 4 4 4•k * * 4 4 4* k 4 4 k k ** k k* 4 4 4 k 4 4 k k k k* 4 k k k *kkkk 4 4 k 4 A k k* 4 4 4 k k k 4 4 4 A 4 4 k 4 k 4 k 4 4 4* 4 A k 4 4 4 4 4 4 4 4 4 4 Construction Valuation: $ 7,341,812.10 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: LJM Curb Cut /Access /Sidewalk /CBS: Y Fire Loop Hydrant: Y No Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: Y Moving Oversized Load: N Start Tinie: End Time: Sanitary Side Sewer: Y No: Sewer Main Extension: N Private: N Public: �4 Storm Drainage: Y Street Use: N Water Main Extension: N Private: N Public: N k 4 * A k .4 k k k * k A * * * k * k k 4 k * k * * 4 k k * A * * k * * * 4 * A A k k k * k 4 k * A k k 4 k A & * A 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4-4h r 4 k 4 4 4 4 4 TOTAL DEVELOPMENT PERMIT FEE1: r 49,873.63 444444444444444444444444444444444 4 4 4 A 4 4 4 4 # 4 4 4 4 4 4 A A A A A * 4 Permit Center Authori zed Signature: --� <= ; !� �� c � il3Cr. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and o+'dir.ances governing this work will be complied with, whether specified herein or rut. The granting of this permit tike_ not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am iuthorized to sign for and oL'.ain this development. permit. Signature: Date: Print Nance: DEVELOPMENT PERMIT (206) 431 -3670 T h i s p e r m i t shall become n u l l and void if the work is not commenced within 180 days from the date of 1 ; suarlce, or if the work 1 s s usJended or abandoned for a period of 130 days from the last inspection. aT1{ ; r i .t•,. . . •F :h'ti 1 4 Y 4 1 44 4. k 4 4 1 4 1 4 4 4 4 e, A 4 l. t J, i r 4 .f 4 4! 4 1 4 4 4 4 f 4 P 1. N , :hare's 1rt S `. r ;t .i! #•. When _ . _ _ i _ f :bei t T Y'r, 11 ale t. ,1'Ch i +`t' 4 t t:, tit'1t7 i t"1+_'t !`- ia.•L +: if`1r'm.,. tt :Ii ti:. }_ t he t i r" _ r i t l _• t� t=',: ~ , _ t', r t' i1 {', t '_ _ _ i' _s . 1 i°. i i2S r t 1 in a pro ie : t name. C ecm t r''., i;i.'t:' i "t'• -� p e r f o r m e d . _ The _ tiec i a l t t'. t' .. " c t .hall . !ii.!0: 0 * tat itl9 wii tilt: ti ; ',,ot`i i'ta ii ;�,,: +: to the be: t .' trie iii. t'' t !r , .7 with apProve,.} plan_ and : oe ;• t wt)r P"t ip t;ft )[(4 4. Ait>r new 1:ei1it'19 9r'i'1 :ttlti 1 ,abt i i+.t+,11 required t) iii t' Zone 5. Partition wall!. attaned . braced it over t tt,xi t- j.; in 6. i~'r9 ii'ieored t' >'it Or .., '.tit i;i9. and aVa i tab1> to ti!,- ptir.i0:r . i"tti+cul►t: t Wa ilinQt n _t t - e Fr':Ite ioi R En ii',„ 7. Aiiy .',J)c`,Fe l 1Ti'_t1i :St i :'T'. ! :i_i 2TI•f f N !t i a.i i� Spread F, t ii14Y 25 or ' i ! 1 i . at lot't the A „ tatNilttnt *r'iit of t ;r1•p ittr'. _t: 2 v t. t i . retardant +: j4�__ +.''t (t :i' t• i U: !'.':2'i I} l;. ii7:.i.;t :t ion {_Cta' attached :t. All ,...o i. tru t or to t' 'lone , n . „ 'i;t; W ``., _. '1 C• i :'1E1: and . tt1]u i r iile✓tl t.. of the E d i t i o n ' a: ai?1t fad t . Ut'r i : 3 a ili tz _ tt 16, 1:' t t Ii i i t ..i pt';' i f i. _ ...than b . o t11'I t y ri t ' C : ; r t il) l ` t i t of rub i ) l` in.:pected th.tt al '1,_,_ `•, " 41. . trt'+: t!t; a i : h..'. oc it Ct r 1 _ UL't t is a wilyt 2rateilien [:1_ L'� i .{ 7 r•_ w i t h Ui.''. - r i _ o t a r 1 i : i': t t r t •_j t e : t th_ar: 2 4 i i 1•_.. :. '. , _ i ilowinc; the an 13. Notify the of 70; wila tc. olacin any conc;':te. T 3r 3dditL: Jn requi for sbeci. 1 All wood to tn n concrete 2,h+l be '.7reated wood. 15. Validity t er wit ihe is: of a v.arwit ot sPticification:. and conipotations :hall 1 p.e : ::truod to btz- perwit 4:r an aPr of. Of any :t the 1(_' •:f tht oc 1t an.! other ordinance the iurisdi4,:tic:n. No ixive authurity to violate code shall be val:d. 16. Electrical pemits :hal! be obtained ''.'nctn?i te 1.7.tat Plylsion of Labor and Indo:tcles ard al! worl, will be in h■ that .42en 17. There te r)c occ.uptic of the , .tntil the final inlpection has, bean comoleted :"!t0 • Inc,bector. A CERTIrICATE i}F 0 WILL C 0 - 7 PERM1r. 19. Al1 mechanical ipiorl be under sebaate the City of 20. All , :onstritiori n; be in :onip!Lin v7 c the City cf 4 c'an ne obtalned at City Hall in rne office tn• Cle:1.. 1 vENTILATIOn 1 RrOuIREO F "LL Pc- AM) 1)1: tlEv )p ExP2:TING EqiILDING:. IN 4 :ONFORAN.2 1 : . 0i1TH BUILPINC AND THE WAHIN6TON VPNTTL4T1.N 4ND INDOOP AIR OUALSIM 1 0121.7. (.11APT7P: 1 0";=1:. Al) permits. ins.pection reoords. and approed :n all a ar the iob :ite ..1r to the taft irruction. Thes.e document-2 ace tc be olaintaineJ and until ftn.il . 23. All structucal conc:ete sna!! be soecL - Sec. , irruotuc..1 1 l] b ddne welders and speci, (U9C - ht be sbecial inspeote 06(3). , :onc:'ete h1 Le 0..;t3C Sec. 1701..2. -t DEPARTMENT 1 .:: , :tNriITION:' , " The attached plans been The Fre eureau and ,3r1i- :4ith C The tot:tl numbe.: oi fire ..-,..tihouisher iS on& e ft '1 r. ro ahy 'e 041 16. 3-3.1) 36. Portable fir: :ha11 be sei::e1 n;!:.al'ed the hanger in rhe braoiet .r wall The or t. and propely anohored to the rooutin ih with the me.nufacturer ihstf'ii The e-:Hndlsher :hal! be initalled that the too of the e io not or than S feet the floor aisi the , 21ea, - ,e between the bottom of t! and the not be thah 4 31. Extinpuishec: shall be J: to re in (if e.t 311 possiblel, or 1 not ih olan be identified with a - Fire with an arrow pointih to the unit. (FR- 16. Standard 16-1) 32, Cle,ir (Acce tc fire e..trh9k.t.rhers is At times. They M..ly not 6e hidden or obstru 1-6.5; 33. E. t door: :hail :win.? in the diretioh of eit t wheh s•ervio9 any hazardou: acea wheh an 000ubat of 50 or more. 2003.3.1.5 34. EY.it door: :hall be •penaLle froni the inide without U;.t f a 1.e any owftldtle door: :hall not be looked. , :hained. bolted. oacred. or otherwi.ze redeced bnu:able. ;; be of an approved UF 120 35. 1 ...%ead bolt: are unle:: the dead bolt autco!aticall the doo,. handle 1: en9aQed froa! Cflta tenant 36. Ex.it hardware and 11)ackln soall ipeer 6' te Un'form '1=5 :ode. iict: 37. '44hen two c,r ;lore tr61,1 in;t:alled at the otherwi•e neoei.sac to ihdioat.1 tbe i.L1E02. 1063. When e.;t: a; rec0J;red , see adoittona! apiocon.:ed ic which ace ihtern:,;! sel7 :ma!! 17, a ,:-. it 0. 1 -2..2 be le:: t: or mo:e than level. For door:. the .t adiacenr to the Ooor with the olo: edoa the wirlin 4 the d: LF 1:1 37-. A:I ey.it '. be illumin at all time:. To :ire .:ontinued illumlnatIon than 2 1/2 hour: th cale of brimar:.. powe the e :hal! al:o te conhe to an eme.:;e7,o• te an oenetor :at. and :hal: te in a with the e:eot-ioal :o 46, The powev :u!)01v fou iaean: of o, be provided the 1h the event of i• ': faluie. automatically prov16ed fom ..1;% 1, Divi:ion: 1.1. and 1.: oc and t'or all othe occupancle: where the mean: of e9re.:: :erve: occuPant toad of 100 or more. ::uch be intalled in a with th*.! 1003.9 4 1. Ar u e prin lec required f..Jr thI: , aroje , :t. 4:. All new :prIni and all mcdloation.: to a-i:tIn,1 :nall have fire dec .4 of d' orlon to tn:tal:at1 New sprITJler 2v:tew.: and All modtfioatlo: to involvirvl wort than nead: :hal: na...e the WI i7ter approval of the W.': P.P., Fa Mtual, :e: temper or any other repre:entative and/or rei:oroni:ed b . Th;.wi!a. the Tuwila Fire Pre.,entioh Eureao. No i*orinlHer wori. :hall :ommehce without appro.;ed t. Ord inane #1901 ;2.1 oalcu:ation. and the oontrator: Material.: and Te:t 0.ertite: :ub5Htted to the TuLwIla Flre Prevention Fureau the ,ztporopclate le of ,:ool!,:etenoy The fice depart t (F-121C 1 1 eued t a 5" . :.ter: flttIn 1001.:e A flie fo- thi: The fice sha!l i 7 -4„.1!q:f A'4,1 pi 11, -704 10. eftlidOn1 v.!%iN puntl.° p...4/)dd7 J•f 7 A'1 diilt 1/2". WO.il p:)010J0 6utplIng e utlqm :1,1 ;c1 q.)1 0010 t!..:IiittOid J0 M01 :71.74 J.:743t.'m 0..;Ac uv 'ts • 6:7er# . . 4 - ) tiPuti 1 J0 u,' ,v/r • oo ,S ciuo put:' i7,1Jod ”: q21M r,.400:00,4 U01:7,:i4M1WO:, i!CAT LuOLIOH4.!: 1;rq: TIJIJ - ut. - 4.111.131.u07, Ao (01,:nt put:‘ pOdtnna,A ilv Z."69 r# 0: * r c (4 d tr“1 u 010d4 'auc woJ esu!plinq 6utpling Au: 11- 0,7“ u ti: o: j . TuoffiAotinT rc4= '0 j iOd • t;:suVutp.10 .0Sf kivs q4im , ( 4 44 ,0;[ u; ro-v t* ' 6qtntdp • q4im ,o •4J!.7.; %-1,1 tr2,1iM puk7 upjflq C T:7 .:noL 64tior. V3..dN tiltm u; 7 :5utAtm ;?!11 (!:"[OOr L!Pqi' 1J0* oN *fiv'tlJng 4 : 74 :1LAM JO PJJC1 1:1 litz, r - -. 7 iulPJO f: 1n "C S 01; 0.eten, ' 19:h S7. THESE RLAW:. WEPE RE" INRE;:TOR =1. AIT; OUESTIONS. PLRASE ALL TilE TU jJ FIR! BUREAU AT THE RERMIT rt ANS ARP AN A.1'PP4:'Vr-"n PL=r4: fl PERMETEE SHALL rV.vii.V L.' SET OF PEVISEC. REVIEW AND APPROVAL. 4.HItSii IN' LUDF ALL R"'C :MOWN i.:%N THE ./Fr ' PL;J1S, AS SOON AS PI:.S*:TP:f HFCTE THE eunc RIIINGS, ARE (..0MRLETE:%.. IF PEVISEC I'LL:NS APE NO ITTED, THE iSIT WILL ISSiiE WIJ1.. ORDER, UNTIL •HF r, t41 1:':UES A-PE RESOL4e7f. 179. Temvorar! c the fir-:.t order tt blihess r. off_ site or into *.traoe The - ;.:.irt$ h3le e.co.F.on 01ace fo3! c.ermpleted pcior to thk? r=pom OCTOBER: I THP.00.:GH Ar.7.11 OVEP c',THEF DISTURBErl ARE, S. IF THEY '4,iILL PE ONW HOPE PIAN COVERED MATERIAL MUSJ BE ST0aPILEC. Ar rflE BEGINNING OF THIS FERIC.. STABILIZATION WEE ANC IMMECJIATEL IMMED:ATELY FOLLOWING SrORMS. FROM MAY I THOU6H ::,EV7EMEER INSPECT i=44f: TEMPOPARY EPOMA RREVENTION SEEJMENT MONTHLY. ALL DISTURBED AREAS ;S THE SITE SHALL EE PERM4NENTL!' ::TABILIZED PRIOR TO FINA: .:ONSTRUCTION ES2. CLEAN ANr. REMOVE DEBRIS C f:TTY cAr eA:.p.,! IN ACr HAULING ROUTES. PROVIDE ACiECIUATE TEMPi2:RAP) A'L'ESS NOT 11 1 ' 4TERFERB WITH (:.T VEHICLE MOJEMENT OR LfSE r0 TRAVEL 61 VEHI2LE WITE CC rt1 PUBLIC 1(iHT-:)F-W4Y. tr,.=.ffL: Oe with the CC.Iltr.)1 • e 0:!c 64. '212F..:0PE RPRMNENT ACCESS C...:?i4STPIC.N THE PERMITEZ HALL PRO THE !:T1 4 OF THE EEMENT FO? 'PCEL : I EEF')PE NE J.UIPC.ENt:. fSL 1 EL FE LtBL EL 'A:OPJ BEGINS. (.:.:,N St- /-.RPR..7:VEC- SET 0;= REVISEC •T. The ,att.F.- FV;.: , Aith a lesIst • :he The 9rout n t 1 C$ Ihail Iubmitted tk- the in:oett: ft 01!, EY. BEFORE in.s.tallation water luuply :y the and proOde 01.11:Is iht71 model of WA.s.hington 3; baci,f1c preventicr 66. The deduct ter irt:t.111d water meter and lholi tIA.1 1 heceby certify that ha tete2e with them 1 )ti t 1 A i 1 • ,j „ t . worL will be corooHed 1 t I ‘ , 4iolate or cancel the pr.. i clry , :thec . 0cri Ci re9u1,71tin9 contruction or ti te w; / 1 / -^ cre;.,7 I 1- Permit No: D01 -091 Status: ISSUED Site Address: 7200 FUN CENTER WY Location: 3 WATER METER SUPPLEMENT DEVELOPMENT PERMIT WATER METER A Water Meter Type: PERM DED Water Meter Size: 3.00 1.00 Quantity: 1 1 Work Order No: 5108A Connection Fees: $900.00 Install Deposit: $1,350.00 Add'l Install Deposit: $.00 Plan Review Pee: $10.00 Inspection Fee: $15.00 Water Turn On Fee: $25.00 Special Assessment: $.00 Other Fee: .00 TOTAL WATER METER FEES: 32,300.00 PUBLIC WORKS ENGINEER APPROVAL: LJM � ::; .,fie` Applied Date: 03/28/2001 Issued Date: 07/20/2001 WATER METER B WATER METER C $.00 $.00 $.00 $.00 $.00 $.00 $.00 .00 .00 $.0 3.00 3.00 3.00 3.00 $.00 3.00 3.00 Project Name/Tenant: Value of Construction: arr-- Gc f ,=efz -T c / Site Address: 70 Prii11 G Yv7zSp2- tv,8 y City State/Zip: 70k:wi t-A wA 78/63 Tax Parcel Number: Z4 -- 90/S Property Owner: HASH l - - d, 17e72- INC Phone: ¢2S 2 213 -- 71' - e , Street Address: - 7300) r-:✓N C r? ,4 y City State/Zip: TOdNII.ss- W4 q8 /P Fax #: 4 -204- - .9106 .- 3 Contractor: Phone: Street Address: City State /Zip: Fax #: Phone: 42S Ik.f (o 36,19e ¢2 4 §4 - oo .21 Architect: Ww p 7 a r t 4 ' /aSSic,4 r , / 4 4,t/ /y / LGEYL. Street Address: 3 7J /Og NC W ! /Sv City State/Zip: "zc- ivu9NA9,46' Fax #: ¢2.f -6 -- S ye4. Engineer: f ' d G ' � r Z i1E - 7 2 . . ! f6it' -/iV/° f 7- e a r , , j Phone: 25 c ' , , 2 7- ,y9$ Street Address: 5/i_ 61 S'7 8 , d Z a Z . . City State /Zip: /r/ie 114b4 9S0 3 Fax #: 4 Z - a28 —18 50 3 Phone: -9--2S- - 31005 I sR 206, • '1/(. 2, 2.76, Contact Person: At.A41 /V1 /L/ / ,, ) -l��2. 4t OG Street Address: S ov /O S „_. A/1, / /SZ City State/Zip: Fax #: 41.25- G4(' - SryO.¢- -= e z, w4 y &V-- Description of work to be done: cc1Nszz ?JG77c&' t /V6W 4 SRS t 9?!ivEPe. DP /Nti'Z -L S/1N AYE' .4^"O Goa43 W4Y y NO2 (' /313 A./E AT E .Z ,as1S /N 7rtew /e.A t4.4-4 Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ['Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University la Other ✓A i Lort^b _ Proposed use: ❑ Retail ❑ Restaurant ❑ ❑ Church ❑ Manufacturing ❑ School /College /University Multi•famil ❑ Warehouse ❑Hospital Mote Hotel ❑ Office Other Will there be a change of use? ❑ yes ❑ no If yes, extent of change: , , I t" Existing fire protection features: fla sprinklers 14 automatic fire alarm El none ❑ other (specify) Building Square Feet: existing L'S t WI new Area of Construction: 65 Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes ❑ no quantities & Material Safety Data Sheets CITY OF TUK'WILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 FOR STAFF USE 0 Projt,:t Number: Permit Number: PC' (— Oen New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CI Wit. PLAN REVIEW OF THE FOLLOWING: Additional reviews ma be determined b the Public Works De•artment ❑ Channeiization /Striping ❑ Curb cut/Access /Sidewalk ® Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone 7= Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: 2 11 Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public f . Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): L. 0 Deduct . Water Only ti`S «'rz0-1 Water Meter /Permanent # Size(s): 3 " ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: n misreltancous _ __ _ _ _ _ -• - -_ —_ -- Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: PLEASE SIGN BACK OF ARPLICATION'FORM NCPERMJT. 1/29/97 S --ZS —o/ Date application expires: Applic on taken by: (initials) BUILDING OWNER R AUTHORIZED AGENT: . Date: 3) 2...6 / O Signature: Print name: A t- ,.n1 t✓ . L-&Y 4-� L A t- e- 6�."z - Phone: A.tiy_ 4 a _ Fax #: _ G4(... 5`'ta 4. Address: 5yy t oo. . ti,e 4 l (5-7) City /State /Zip: SS W,4 ctS00 ALL NEW CQNIMEFICIAL/ADDITION .FA ALL DRAWINGS TO BE STAMPEu BY WASHINGTON STATE LICENSED ARCh►TECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER > ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED NIA SUBMITTED ❑ • Copy of recorded Legal Description from King County is ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Fiv(( ets of working drawings, which include : ❑ 0 Site Plan A. North arrow and scale. Z Existing and proposed utilities and existing hydrant location(s). 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4: -Perking-Analysis of existing and proposed capacity; proposed stalls with dimensions. -S. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. -6. Location and screening of outdoor storage. - Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). Identify- location and size of existing trees, note by size and species those to be maintained and those to be removed. Landscape plan wit r'gallon: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. :t1. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12': Lowest finished floor elevation (if flood control zone permit required). i; Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). 40 Vicinity Map showing location of site ,'❑ Building Elevations (Include dimensions of all building facades and major architectural elements) Mechanical Drawings ( be - refs si Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) Architectural drawings Specifications (if separate document) Structural Calculations Sprinkler structural calculations indicating load of water - filled sprinkler piping ( nEr'Ptwc�� Height Analysis Soils Report stamped by Washington State licensed Geotechnical Engineer NCPERMIT. DOC 1/29/97 ERMIT APPLICATIONS M BEIURMITTED WITH THE FOLW ® Topographical and Boundary Survey ❑ -Tree- Coverage Analysis (Multifamily only ) ® Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ () Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County P Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no ¶f9 contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorising the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF 4y4$HINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. !**444-8A4 4 4 ki4 k444tor5 tkk4 444 A4 4 k‘t4 A4 ,, CITY 01 1UKWILA. OA 71-,1.tr',,h1' 4.0,5**5 5. 4 A4 4 A4A5 4 5 A5 45A4 5 5 844 A5 5- k5 AAtkt4 t5- , At5- kv ,5 - r TRAW;MII Ourbvi-:. 1:010 41novnt; . I, :.: .. . J P,orme, Met:ht.:tat 'CHECK tb)1:1 1: 111:_ * i 171.114 Y.ENti'.. ::,;!-:,. Piwtott No: 1)01 -1. fvoo: 2:;)0 FUN I:ENTER NY ? 1 o 1 h i t. P it( vmeni 31.6 14 1 t LL r t : Accoant Cot.ft. 000/;22.100 VU1LC!I06 - t!fJCVE;! 000/ ..2:30 PLAN :HECK - 000/345.U30 Vi.kN CHECF OT1LIIY 00t:;/]45.13:,)0 PLAN CHECK - WACER ilEHR 000:n6.904 S;1k1E PUILC 0.:)0/'.342.400 ii4P FEE - U4ILITV 401/342.400 - FLHiLlf; 4t2if:342.400 1:14P FEL - VOR0 aAIN 402/342.400 10:.4 FEE - 401/31“ W0fER CONNECITrA 401/386.520 WATEV .1,:ni.:JkLLAT3rYt! 401 /2,42.40() NAHA rW3PE::TION rEE 401/343.405 FLA. • lh Pi c () tt ti 0 0 0 34 ti 3 0 .i:IT7 OF 1U4vitLi:4, r ; 4 i * * A * 0**** 0: ft ft. 0 10 * 0 1 * .0 * tt. * 0 1 * 0 * i tttrrr TROVACT Wilatmr: !:4mo.tot, 1 :1 4 • Pi,vment Me.thodL Nutvtior Pt-rmtt No: tO tst [L 1' L 0 c !<, 4 .2 0 4 - AdOrfq: ';',Y.00 FUN C[ 01E1 WV rLf1t CHEC - rh3i4FAT, 41: . L !? 4. t '40 0 :)7 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: TRANSACTION LIST: ACCOUNT ITEM LIST: doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 2423049013 7200 FUN CENTER WY TUKW R020000750 LAW 1630 JOHN HUISH Amount Payment Check 3223 Current Pmts BONDS/DEPOSITS Type Description RECEIPT Method Description 000/386.908 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: 1,200.00 Account Code 1,200.00 Total: 1,200.00 D01-091 ISSUED 03/28/2001 07/20/2001 • 1,200.00 06/06/2002 12:33 PM $4,973.90) Printed: 06-06-2002 TO: Laurie Werle FROM: Jill Mosqued 2 Z DATE: December 20, 2002 SUBJECT: 001 -091 Comfort Suites Cash Assignment for Remaining Work c) o 2w w w u.d w O w ON O t ILI ul O ui Z = O Z Please release funds received as $1200 cash assignment for remaining work on this project. The three work items are complete. Contact is Dick Hendry at 425.228.7300 ext. 27. Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: TRANSACTION UST: doc: Receipt Payment City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 2423049013 7200 FUN CENTER WY TUKW R020000750 LAW 1630 ACCOUNT ITEM LIST: JOHN HUISH Current Pmts Type Amount Check 3223 BONDS /DEPOSITS Description RECEIPT Method Description 000/386.908 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: 1,200.00 Account Code 1,200.00 Total: 1,200.00 D01 -091 ISSUED 03/28/2001 07/20/2001 1,200.00 06/06/2002 12:33 PM $4,973.90) Printed: 06 -06 -2002 COMMENTS: Type f Inspection: t / / Address: _ 7;X>() Hai, (c, /-(ht/ Date Called: /) /( ; i _ LbZ ,,27: f7LtJ f G 4 thy`- -L 1 11.XT .1 ry - e-{ ka, M') 1(,,i , -ir /2ZJ 576W lGlyt/e// gti, ! 7 f f 7`f to o _ / / i -Lt-e Iva/ L () e , 7/02 7 �� E'k Q f ° , cm . Pro a C7) ?f-t J(.. &t -f( Type f Inspection: t / / Address: _ 7;X>() Hai, (c, /-(ht/ Date Called: /) /( ; i _ Special Instructions: Date Wanted: l 1 u11'� / /a.m. p.m. Requester: J �rf� i' i Phone No 2 0 5 • ' — 3 x v -) cr 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. 0 Corrections required prior to approval. Inspector: Date: X11 /I :__ / EI $47.00 REINSPECTIOF4 FEE REQUIRED. Prior to inspectio n, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ,„, i t • W � • W 0 C t W W U. O w z U 0 Z • Project , (x.,,e Type of In ec,Ii4n: Ad Date call Special instructions: (Di" i IJ Date want 44 . J f L,� _ (1.m. ,im: Requesters t 4 1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Date: .1 $4 :00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pr.ject: • Type of Inspection: f Ad /dr+essss:,! } _ _/ f�(f Oa e called: / /J,. S pecial instructions: i .` t ate wanted: a.m.� Requelte„r: /; 'Phone: . if /» j_ `,/ - 2- INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 El Approved per applicable codes. PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: Inspector:// / i Date: El $47.1)01EINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: i Date: COMMENTS: i rPr �.i,Y�' Add: 7�r ress /1. < < . C ' ; :\1". 1 ; o\, , Date call it: .` y1 'f (e- w. per ._) ''r vv>>4 PI 0e) _ 0 to or r e -5 Phone: N n 1 r\-0 r -A-r) \ n-e i s c, y r (, nt v -\ h S 1 r 1 ? f i t.- t rci l , - Q . 4rt 1 ' ( S v f) vin G 1 11 - - -e � i e --,.0_ \ '. (41.4 C _ prpject: Type of Inspection. Add: 7�r ress /1. < < (;5,.,,,,, '�` /I Date call it: .` Special instructions: Date wan d: . J j tl / ,2 691 p.m. Requ : ..J t? ( - /( Seri Phone: -.) 2 L. INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Li Approved per applicable codes. Corrections required prior to approval. Inspector: • Date: n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pr tact: Type of Inspection • ---y, i y, e , Date C aII : if Address: f/J� r r Special instructions: ry (1 /! i 9i /jriter�is r„ 9 ` /t1 t /fCY' Date waned: / ! r ��,``t 1 i (am, p m. Requestef : f -11 . t ' /� 9/— / INSPECTION NO. El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcentei Blvd, #100, Tukwila, WA 98188 l 1 I ( ) 7/ PERMIT NO. (206)431 -367 Corrections required prior to approval. COMMENTS: 2,12. - 2.—/ 4 / 2-1-7 2._ 7 ' 'C C t. 2 j Dot $47.0 r REINSPECTION- E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: pmect: 'Orl i T f Type of_Inspection: ( ' s —1 /Al CAF =�t/ i Date called — /42. Special instructions: Date wanted r /.2 - 0 2 a.m. p.rn. Requester: Phone: /9 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 'Approved per applicable codes. El Corrections required prior to approval. COMMENTS: r Inspector:/ 41 MAI Date• LL /— OC/ PERMIT NO. (206)431 -3670 - 2 d 72.17 7.00 REINSPECTION FE REQUIRED., Prior to inspection, fee must be paid at 6300 Southcenter Blvd., ite 100. CaII to schedule reinspection. eceipt No: Date: COMMENTS: 42/2 r91._ - �� - ,? ,C—, , Tye of Inspection: 1E�► i1i-1� AO ( L A x . e r.,' ro, ,,,, r ' -)-, -i `..e'4► e'er ✓ Date ova ted: . Requester: Phone: it) hvr C / `7-e ( b `s` r � j Bi ! 1 c. ( 71:' 7 , (n ei , 9, ,-. is- 111 t/ 7Le / -... 45 Proj t: ��t i .�— JP� Tye of Inspection: 1E�► i1i-1� .r.. 1r. A Date calved: / Special instructions: 7 Date ova ted: . Requester: Phone: INSPECTION RECORD Retain a copy with permit INSPECTIO NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION j 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 %Approved per applicable codes. Corrections required prior to approval. i ,441 $47.00 REINSPECTION REQUIRED. Prior to inspection, fee must i paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: Type of Insp ction:' --� Address: 1,2 00 J - -tv i,u (( 4 Itt.t 60 / Date called: 6 Date wanted: (P le 'Cg ( i ) i;r i '-- Requestqr: ..l( : ( / ( )C - }v Phone: =1 o '" 1 .. y ` -r .0 5 /y // ///.141.,, yI // /jI_ j .n • Project: Type of Insp ction:' --� Address: 1,2 00 J - -tv i,u (( 4 Itt.t 60 / Date called: 6 Date wanted: (P le 'Cg ( i ) i;r Special instructions: Requestqr: ..l( : ( / ( )C - }v Phone: =1 o INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Ell Approved per applicable codes. Inspector: Receipt No: INSPECTION RECORD Retain a copy with permit 4 Date: PERMIT NO. (206)431 -3670 Corrections required prior to approval. Date: f El $47.00 REINSPECTI9 FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: }} Type of Inspection: Address: �/ (Y SC.\ — C .051 vv O) jA( Special instructions: Ctic)ir p. . Requester: NJOCkcii Phone: St` r l CG • r� r-c� r r C A sa - I t (( to VU' U J . 1 ; V 4 00 v i 1 t t(11- (' t -). / () v L cy)r 4 o�in - tor Ind )L7,1 ct _.____ L z4 Proje94 }} Type of Inspection: Address: �/ (Y Date called: Date wanted: i . t ry 3 0 . ) �a{m Special instructions: p. . Requester: NJOCkcii Phone: 9 5 -' INSPECTION RECORD t Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION (.1 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. [] Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100 :-Call to schedule reinspection. Receipt No: Date: PERMIT NO. .Jl (206)431 -3670 Project 4e-q' t tc ??1 C. ?" t i e t 1:..,e1, Type of Inpection: / 1/4.,...7-e..- y t Address: G .-: ( V..) — 1 ! a (' 4G4' Date called: , .. w ,4 /) , _ .. Special instructions: / Date wanted: l " (. a.m. p.m Requester: ..) ,- _ A)- c: . .r . i f.- Phope: ... INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA "98188" PERMIT NO. (206)431 -3670 CD Approved per applicable codes. Corrections required prior to approval. .10 REINSPECTIOtEEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: / . / _....t l ! .P .rtt.. l.. / -. if / Address: 1 I I 0 r ,-7 Date called: -it /21.-" Special instructions: t Date want • • ,a tY?? „ t a i ,j_., �," (2,.s -•.-. r -417 (' J' X7,4/ f- - 4 ra —J -- ., 4 { � . r - / I" `' !l '' -t l q 2 ` � '1,4' ,/ , h , ` _ l 'k ! ,l•+ /i r , )1(' , - i -r-, rif 5 % ( J r,'i7 ! P . � f; / 71- e vt, , A ie-t 4 . /2/0/,,,„ .,,,( . _.,,,„, 'i 41/ < (I/ 1 -1 if r ,�` / {r 1.)47 // ,, L- P'? 17) 4 s ,-0, - �'f! % .. , 4-- �- I `1/ 2 Projec .11.c. fi; � , — Type of Insp . ion: Address: Date called: Special instructions: Date want • • ,a tY?? „ t a i Requester: Phone: f" INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 J Approved per applicable codes. INSPECTION RECORD Retain a copy with permit (206)431 -3670 Corrections required prior to approval. 4 ,(../41,t 1 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Inspector: Dater 2-919? Receipt No: Date: COMMENTS: - , lion: r 0 N'e el /c) --72eti Address: Date call q ) (2' - ' -- , S' 2 c t/ h' , , - A,—' U <4.7 40 l `� 1 /7 Z`" .∎ 4 1,at ! -r t .f'.' ,'r .:- C' t' 'r c.�?'?, ,i '�-�- i r.:.^' ... r 10 'v," i -� /r9'�7 — 4' ..- Wi , Date wanted: �.�j.. T !. Y 4, I f .. / 0 Alt" ,I" V /� r'1 5 /,s kutpe_ r-x it , i /.) ) r- . itA., .C." . �' 1 /, hi.--- 1 7i-7,J .'1, ... to ./0 ■ Nt, Al 41 i 17e7 c. Project: , Type of Insp lion: , J Address: Date call Special instructions: Date wanted: 2 ?(: a.m. m Requester: Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 J Approved per applicable codes. Corrections required prior to approval. Date: El $47.00 REINSPECTION F REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: f : JD ' e ' - . / , + 0. r - /' P.-/..� - - r -Ai �'�!--•l�9ln 7 2 V ) / 5 4 +--zi --t e.4 ,co 1�-- pi l ,.t, `X--7__ -1 r — Cry rte' a.m. Requester: • Jh ; ,Ji 1 e f ! /rt;I7 4 # i^ t � C� j 4 .1� ■ � „,) ) C,' /12 / �` f rf,`C! // ( -t . ,"1f // it 9i1.9.- me, ,40r,,. �e'"� f t7 C7.49 71 t' Lt , r/ A >-7t4..I `n 1 ----- / d kr-■ d, / /-• -12'2 f. - r' 7 ' ter} � / 1/ ' t l..v / T - t ill s • f J / 1 In Y S 1: e94 %+ i ! J . 11-1 r f -4.7.;9 41 '” r a4-$7,4A 2.42 ?ys L I (,lA "4"/Ot,r,✓,.k 4 T it /4- s �i ,- ...-, . r., ,-., ,vin. r'� Y . n v .' 4K n , .w � Pro e� rr ci,• Type of spectio me tt1 e! Address: Date called: Special instructions: Date wanted: a.m. Requester: Phone: INSPECTION NO. Inspector; / INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Ej Corrections required prior to approval. Date: $47.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: Proje . // y+ Type of Ins tion: 2 y /{ {J� Address: Date ca led: Special instructions: Date want Z,f a.m. 0. Requester: Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 u se ei-6' y INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Approved per applicable codes. f Corrections required prior to approval. n $47.00 E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENT5;� J 4 ' 4' f, 4 -.1r Address: Date called: Special instructions: Date wanted: X.m. j / (e9i ) l sue, AA'1 ,�I ' C1' " , /f /1'"r' f 1 f A 2 ./ r � . . rl r / 3.3.3 -/3 c t- 19 -Cli 1 Prat , TypeA Inspection: Address: Date called: Special instructions: Date wanted: X.m. Requester: Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. Tki Corrections required prior to approval. Inspector: INSPECTION RECORD Retain a copy with permit ! Date PERMIT NO. (206)431 -3670 $47. EINSPECTION EE REQITIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ( P oject: / � 1�'' . 5 ( .7 ..t <- _2141 c Type of Inspection: ( :7t• <)Q . CrI % %Ylf Address: _! 7 1y, t- 14 1 7 - �j - l - tJ t_ Date call d: ) t- 7,..:i.; / i ) Special instructions: .a � t I l 1 Date wa ed: IJ i t) � 3 /(:), a.m. . ter: Li !" 17e i'l Phone: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Ins INSPECTION NO. Receipt No: INSPECTION RECORD Retain a ropy with permit i4 -rr(t j_ 4 c t. c' $47.00 REINSPECTIO FEE REQUIRE J . Prior to inspection, fee must be paid at 6300 Southcenter BIv.., Suite 100. Call to schedule reinspection. Gtr Corrections required prior to approval. Date: Date: (206)431 -3670 P ct: / a tu1-1. Type oft spection: 11 - ... / / Address: v� UD t -L-crt Cif . o Date cal ed: y ....., Special instructions: t ...�' 1 D ate wanted: a. 2//oz ' 5 Requester: P hone: ( ;G 6-) : ` l ro INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 RMIT NO. (206)431 -3670 Approved per applicable codes. Lj Corrections required prior to approval. COMMENTS: Date;� _ 21 / 7/00 REINSPECTION FEE R UIRED. Prior to nspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sch dule reinspection. Reci~iut No: Date: Project. Type of Inspection: ` , ,,� Addre s: { . Date called: ` ', Date wanted i (�,� (iL , ... t!J P. Ca . ' f / m Special I instructions: _s 1- --c 1 . Requester: 1 ,• P o : e lac, t ' 53b S Inspect INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Date /7 -02 LI $47.00 REINSPECTI J FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: A4 INSPECTION RECORD Retain a copy with permit PERMIT NO. , (✓ (206)431 -3670 orrections required prior to approval. Pr 'ect: ( li �t - (0 T y a of Inspecjion: f/ r Cf a. ti J1 (X 1 �� jr, /�, s: 00 ritii (k. t) Date called: . C, ( 70 Z- Special i nstructions: i .i-:. i Date wanted: , f [ r�(( f( ) ,. '� p.m. Requester: Phone: Env ( ?cir - 5 36 5 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ALE /4°,07 l S f/;2),- COMMENTS: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. ) (206)431 -367 Corrections required prior to approval. Date: J✓ El S47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: / / A /" / fr' Type of Inspection: —J . -...1. 1 w ; ( 1 I ` r c, "l g A �7(( t I.1Y ^ i �� �� 1 Datecall d I `' / Date wanted: r , ,f._ /G '"5.r. 1E Special instructions: - . -� Req 5rI(' Phone: n JJ 1 f L j�• ! - -2 7J4 ,Project: i . , ; . , , / I • f 1 Type of Inspection: —J . -...1. 1 w ; ( 1 I ` r c, "l g A �7(( t I.1Y ^ i �� �� 1 Datecall d I `' / Date wanted: r , ,f._ /G '"5.r. 1E Special instructions: - . -� Req 5rI(' Phone: n a t_ a INSPECTION NO. proved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: // / C $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: „ s - -- ? s / / 'g4 ; No A. , Jr.' ,i (i0 . / .3e k f / ,4 IA/ (r Date tail: l t r /34.7. JA/S i i - LI i4 Fi i ) .: t , ' ,,,,S" • Date a e Ie ; '/ ✓/ 1:.v— Co (oo'' / /b -_ NFC' / Reque ;ter: /-` f // 1 %S' ] t° � c°t� /�1 . !j,.l .'7E� <� i / c , l 1! "�,/ i --- M F CC �f' ' - Project: , { // � ' rr / f // , tf i Type of Insp r ,., /I j P. FNV 0, /t /. Address: i Date tail: l 0 / Special instructions: .../ J Date a e / a.m. Reque ;ter: /-` f // 1 / 86 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. Corrections required prior to approval. ll f A )C -~� ate: v �- $47.00 REINSPECTION FEE EQUIRED. Priofto inspection, fee must be paid ,a't 6300 Southcenter Blvd., Svite 100. Call to schedule reinspection. ceipt No: j Date: ai) COMMENTS: Z. . ir.....e Al.—. 4 cfp-,e e 400 1--, Ad • ' : Ell called: .7 €,..07 ..- / ./. .""1"9- 1 Date wante 4 r.." Phone: Zze1 - / L /,/ t/e' 4-, .6rie? 4, 0 Alt AI ..... . '` -sr 5 • 4e , Projec • 4.11ar WA .: • AillrAll Type of Inspection; Ad • ' : Ell called: .7 Special instructions: Date wante Requester: Phone: Inspect INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Date: Corrections required prior to approval. LIJ Ow" $47.00 REINSPECT!' FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: j,ect: (-KJr t A L I .�"6 , -,„9`7 ,z /..ir.. 1.+i ' 5 , Type of•Inspection: , A s. ess: / - / 1 1..J. f f Date c I led: _ tt _ y J Special instructions: \ S i 5 C ( r ? ' ate want :. � r � ('a.m. �1:rTT: f Request �: / ..: `7 1 -, 0 - ) r ..�t7,�' ..� Phone: . . Ay , COMMENTS: / (-KJr t A L I .�"6 , -,„9`7 ,z /..ir.. 1.+i ' 5 , 4 t-s--1 " ' / t( ) 4 , l )-71 • / 1 1..J. f f P 1 r d A , ' 4/7 7j' fr 1 5 ,; / es" i i .r /1--7 if i (_ , ;7..,s 1 . y 1 ht.---t- t"- .. , _ � 5 f , 1 ' ,,/',g. - --(' 4.1-7-5.4, ' t t 1 41 k . ', - L.. i- i'" r ,,��- I� lie �-+ / !-i 1 ! -r./ 3_ -r— s- r ,c..•t. . i, S L / ..: `7 1 -, 0 - ) r ..�t7,�' ..� Itl�, /1 . 14.;; I ' ! K/l. / 1 ,, J h/ ,s•� d ., / Al Ad I1v", i16,01.,..5(2r^F. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 pproved per applicable codes. INSPECTION RECORD Retain a copy with permit (206)431 -3670 Corrections required prior to approval. $47.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: I Date: T COMMENTS: , il. 4 ter' Address: / ., r /,. ,.. Special instructions: 1 j , Date wanted: ,,..te�a m Requester: Phone: r - it A .rl' c. .' . /� �6� L.- � I / ra ! / _ /a'e li r') I Proj,t: �` t , Type of Insp,+e -c-on: 1 -- 1.- f'�G1-r. ter' Address: Date called: t Special instructions: 1 j , Date wanted: ,,..te�a m Requester: Phone: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION NO. Approved per applicable codes. Inspector: ‘1S-e_ INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431-3670 g Corrections required prior to approval. Date i? t El $47.10 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: P oject: r ` r l t ' s'C � Type of Inspection: ft ���l Address: '�' C j ,.�Y1 (. lt. ,'' Date call: ,3 ) - 0.,, Special instructions: l� r Date waited: _, - � a.m. p .m. Re ?Y ►(t V Phone: z �� 1 0i9 - _ __, --- INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 'Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. A Date: -+r�sZ cc ICA-4 1 2-- Z.— ,„ .00 REINSPECTION FFE REQUIRED. Prio f to inspection, fee must be paid at/6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: PERMIT NO. (206)431- 670 ••Y . t P ect r 1 r Y r ,, t {' j Tye of inspection: l.\ )(. \ 1 2 ( i l Address: 1) CC) - , V. (' 4 Y 1. � Dat . called: j - 1 _ t) i *4 t t --- U :.. ... lb Special instructions: 1 � tr � f i�'(` Date wanted: t *. " -1 L (a.m) p.m. R e u ter: >Y(Ct4T, 1. _r , Cc) ink, k- , ✓ ,-- ri cc' Phone. -� 'Z. ( C c f ‘ r . t ,7 ^- .1U7 COMMENTS: k.__N. A . t Al \ b Qct_,rd w 0 t> T I r? 0t- t t) (4, c Imo. iA • , b, Ca ra v" .q ; i *4 t t --- U :.. ... lb k.s.r?D C '1 1'.,. t 6 x'- 1. _r , Cc) ink, k- , ✓ ,-- ri cc' ! Iz 4 --- 0 ,� -,"... _e r -' ` tnnsp tor `.-• A,"",,.,■ I .c.4.". J Date: -1 '''S — 2 —02--- INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 eceipt No: Date: (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. x,$ 47.00 REINSPECTION FIE REQUIRED. P for to inspection, fee must be paid /at 6300 Southcenter Blvd., Suite 100. Cal to schedule reinspection. Project: f - Type of Inpectio A dress: ,• t Date c fled:. ..- •I Special instructions: Day wanted: C p.m. Req�, fir: / V" /let V/ Phone: S t , - %g�-- . —, 5�:2 148 k INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 pproved per applicable codes. Corrections required prior to approval. COMMENTS: (206)431 -3670 , -- 11 s. Ci 43. I Date: Qs ) ector• } ) V.I i A..Aitha t tA A 1 , $47.00 REINSPECTION E REQUIRED. Prio to inspection, fee must be paid / at 6300 Southcenter BI d., Suite 100. CaII to schedule reinspection. Date: 'Receipt No: e. t ..e . r� r t g .� Type of nspection: 1 l .. 1 I I� 2'JJ A • dr • ss: s • - (.tJ Date call: • • •r/ Special instructions: It ii�� I r _ < �� ,, � s � , u � � � C ' 1f Ct—/ 1 . Date wan el : C (.)/(1.- p.m. Requ er. /!J <j -1.-, ,Phone: (2 —n(.9 3c/c) Y 3() 5 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 iRl Approve4 per applicable codes. COMMENTS: t '14/ 4 p �- I Date: -/ (206)431 -3670 PERMIT NO. Corrections required prior to approval. Inspector:/ / $47.11 R INSPECTIO, FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter B vd., Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: 1 9 G yv■ , Ni c Ea Type of Ins t / /1- y V pr A � 0 0 y >71 j 1 (ter f if Date called: -) 6 Speci instructions: V V4 Y .. -.C... . 1 ICJ 0' l -` C}`. 1../ T,e(?)Cel 4 — 5365' t Q � / %.^ I, - ek -c.., se. 4-L c---1".(C - " _ (,Y / c wt f V c ) — C P� t �� '6 j—CX-4 69 / Type of Ins t / /1- y V pr A � 0 0 y >71 j 1 (ter f if Date called: -) 6 Speci instructions: V V4 -- �( (P n ate wanted: � a : m _ Requeste. a T,e(?)Cel 4 — 5365' INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWIIA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. ]j 1 JJ T.00 REINSPECTION E REQUIRED. Prior inspection, fee must be paid ar300 Southcenter BIv ., Suite 100. CaII to schedule reinspection. I Receipt No: Date: Ins ect : • Date: Project: ( r . ('I � JIt /IC f Type onspection: 1. / 1- A) i i b /! f A ddress: r /� y i f Da(etcailed• Special instructions: / --I r f / I` ( 1 I.. Date w nted: i. ' . u "' i Cain) p.m. Requester: 7 (1( ki Ph pe: 11 { r - .1/ . � (. C �xF INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: sp ct � 1 `.. at 6300 Southcenter • 6 PERMIT NO. (206)431 -3670 1 4 1 — $47.00 REINSPECT! N FEE REQUIRED. P(ior to inspection, fee must be paid Ivd., Suite 100. Call to schedule reinspection. Receipt No: Date: Z f 6 00 to 0 w U.I u) O W 2 QQ LL S.2 v Lti Z Z0 W U � ON 0 I- WW t e- O .Z V a 1- P Eject: e - 6 ; 'f / TC )1.(J<'S Type of Inspection: L.( /� t�i, I r t Address: / : �t (i•1 ((Jilt' if 1.1) Date called: + t 4 /)0 16 -,' ,1: Special instructions: / �l ' r. '� Do wonted: / /_.) 1 IO. .!a",(4-----r-n: p.m. Requ ster: ' ,--y 14 r' ) 'uY�+;Pi.' Nye,. ? ':= "..' ;:t'' >`•�`Y:. .: , , . =721 INSPECTION RECORD R etain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ISL Approved per applicable codes. COMMENTS: Inpe` 1 Date: PERMIT NO. (206)431 -3670 Corrections required prior to approval. ,46,6,464/ L(PP D j .00 REINSPECTION F REQUIRED. P for to inspection, fee must be paid .at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: P ject: Type _ of Inspection: ,i ess: DD /rL[ JC e let v Date called: / 1 1 1 ! 2 3/0 Z Special instructions: Date wanted; , a.m. - 4 /1 / 0/ Request r: Phone: vb -3 'b - 5'3o5 11/4 1 l7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ihspecto eceipt No: V z/I- -- f o n-i p .E INSPECTION RECORD Retain a copy with permit $ )' .00 REINSPECTI N FEE REQUIRED. at 6300 Southcente Blvd., Suite 100. Ca Date: (206)431 -3670 Date:, O for to inspection, fee must be paid I to schedule reinspection. COMMENTS: ( .) 0 # 1 4 )( 1 ( 7 77/V & — ( //e ' e _ t 7 01P7c ' c e ° 419 r /iPcA -7- rFT'r,., P ,€..,- i ,Q aie) '<A rn, _ a v,6 /.. 6) 441/#4\4'4y S Init 1 e - to 4 r) , .-7 .0 /<:%' 6 P Rio 00 41 0 ,- ;47 8 Al 4 rc9c ►'t s — a cT)- - ) /* g ) / 0 w P e k 6 4 c ' ? ..Oi, / /, rows _ a o - rr7P S&t'5 /L»i 10 Al 9) 0'5 6 L/ / A _. (2 cr'3'1.1 to / 7 F 7 a lf�- p. m. N itlIct: ., i _ Type of In pection: / 4 o A r�e11ss: ,,^^ t! �� �[t�'� r Date called. - 4 ' Special instructions: /If: -' tiv' (Date wanted: L ! 7 a lf�- p. m. Requrr,:t 1 Y' one: - 5 _ 530 . INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 54 Approved per applicable codes. Receipt No: Date: INSPECTION RECORD Retain a copy with permit (206)431 -3670 orr ions required prior to approval. 0 REINSPECTION E REQUIRED. fjrior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cad I to schedule reinspection. COMMENTS: T y p e of Inspection: 1-- ti 6 r 1 fry/ (7 6D1 --' r rnvs ,r:W &v, ,k r L. rn �t , 1 . S AOP t i __2 2 a _ 0 ,-, 4 i a / ,r - Ai Pin"' -- C efrrvi . / Date w nted:_ w Requester: c) AM /,e ie P B ! �. 0 /a=re (7 ervi,i — IFroject: Cnt 4- ,.. T y p e of Inspection: 1-- ti 6 r 1 fry/ ? 40''4.' r L. rn �t , 1 . S Address: Date called: a Special instructions: Date w nted:_ a.m. Requester: Phone: .) C (r - ' \,_ ---- 305 ".9 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. Inspector: e• ipt No: $4 .00 REINSPECTION F 6300 Southcenter Blvd., _REQUIRED. Prior Date 3 O� inspection, fee must be paid Suite W0. CaII to hedule reinspection. Date: COMMENTS: 1 " 3 0 6 cr eti -c/ 4, — at -)1-, ea , c%' . OP Ott 4:4 — 0;,—,-4P/critic Data called: LA - 9g -cQ r w (1 e i° L 07 70 4- i)41 /.:1; s i .2 37a r- 0 er»i A /e7o Date wan d, �} , I-1 ` 61 . .r ?/ �C ! ✓'i. — 0- A /' _� Pi o n h/va.10 / 2. - Oc.► .01 lee' - 2'e" 4 o , - Q •✓t _ 4 A. fi /0 )30 h ,P ject: (-- k. CyYT U{ - ) U.1 1 " 3 Type of Inspection: J rvf . u,)« I t)cr r Address: �Dt(. r- C (luy Data called: LA - 9g -cQ Special instructions: c 4" I✓ 10 t { C .'� Date wan d, �} , I-1 ` 61 . a.m. '• Reg ter: A" lit VA Phone: o(r -- ? 1_ )30 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 ( Approved per applicable codes. J Corrections required prior to approval. $47.00 REINSPEC'ION FEE RE$UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Su; e 100. Call to schedule reinspection. Receipt No: Date: z 1 0 O 0 w • W w 0 g-J to O o O - O 1•- W z 0 — O z Project: / / Ty a ofIInspection: / ) dress: , ■ �, f : t y // f tt 7 , Date called; I///14 Special instructions: / /(" / , Date w n d: `(a t / p 1, !1 .m. Requester:. /.! / l/7 ii Phone: . # % C ( , ` - °// - 3 'r' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved er ;� licabl codes. COMMENTS: // S Inspector: INSPECTION RECORD Retain a copy with permit Corrections required pri . r to • proval, .mss 2- 0/ - , ems e y /- - r "1 ! Date: k' - Z 2 o n $47.00 EINSPECTION E ' EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., uite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS/ f f r . c am �,� e � a Address: 9 . -. f ' 1 I / '� � Date called: J �� 1 1. Sp ial 'nstructio s. Date wanted: .4/ illgaggMIW Requester; 4 Fm 5 ( — S o s .s C i `✓ c .- ✓r r .� .. E P�roiect: 5 Typ of Inspection: Address: 9 . -. f ' 1 I / '� � Date called: J �� 1 1. Sp ial 'nstructio s. Date wanted: .4/ / Requester; Fm 5 ( — S o INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 J Approved per applicable codes. Inspector $47.00 REINSPECTIO at 6300 Southcenter BI FE Corrections required prior to approval. Date: 1-1.... --•- °i L L.1 EQUIRED. Prior to inspection, fee must be paid , Suite 100. CaII to schedule reinspection. Receipt No: Date: COMMENTS: t"/ o1+ is,,,/ ,, T section: A.Cress: ..r , - 1.4‘./,-__ 71 t / 'rrt -- it r -S- 4 .40e 11011A /05 Request :/ OVILA ikk* .- 72t? . a , .de / - f 1! _ <-- / /r' 2r "/ f- '1,1i/ •7 /e7;-\) ( fOJCL 0 il-rCtivi Sti ,/ f coo T section: A.Cress: ..r , - 1.4‘./,-__ Dat called: - .ecial instructions: 11 Val ..-e,: (euzi--)OVI Date wanted. Request :/ INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: I Date: / / ' s.t_ Gt- -M1..41 C { / > 1 `'/ / / 7 / 0 r � j r $47.00 REINSPECTION REQUIRED. / Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal) to schedule reinspection. Receipt No: Date: COMMENTS: T7e p2t io : c/v t rr'"i i �- ( 7 -- tr j - (i',J /," Date ca led: ( ! � 4 .. ) 2,s #-s -, ,--A .- 0 pre le y✓ Pk ee C l., �. 2 ,,I • e - 0 /or 4' r ' .) t ' _5 7. , /rf e v 4 `, a 12 sS ✓r 0 t>y-r .$ - of tr r—+ a► li� e I'l ? AA T7e p2t io : c/v t i Ad dress: � Date ca led: ( ! � S e cia r� l � In � structioi p I -4' r- lia*c (-,444-1 f Uate wanted: � /� tv " Requester: sesk Tiri P one: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. PERMIT NO. (206)431 -3670 i orrections required prior to approval. REINSPECTION FEE EQUIRED. P for to inspection, fee must be paid fat .000 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Z W • 2 JU U 00 CO CO W LL WO 2 Q cn LLQ I-0 • W ✓ ° O — O I— W LL O tii Z p Project:2 ( t ),-,' y ' �' ti..., r f l c Type of Inspection: f..` ` i I t.,. (... .. �'K,. �.',� F.,'. 7. Address: f r ' /'r :; , ( re , / 4 ! Date called: lam - Date wanted: r Y J "// m p.m. Special instructions: Requester: . .r-, L ,/ P�ot�e :� 4,N ) M r -,15- . of .. INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 K Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4.4 . Aise,/ 47/. z 4:4,44. ''wlmpactor:, Date: REQUIRED. Pri to inspection, fee must be 7.00 REINSPECTION FEE Q p p aid at 6300 Southcenter Blvd., S ite 100. Call t6 schedule reinspection. 'tfeceipt No: Date: COMMENTS: Type of Inspection: Address: �,4,, + Loo rut., f ,, Date called: li � 7/0) Special instructions: Date wanted: / ijOZ.m. a.m. t / 1 Requester: 4 /A. . ,. L 1ir.ft 1 r J 1 1 t i T y f 7 r 1 r L. I , j- ..AA I ' . e i d b 1,6 .t_ • . � _ 7a l: S. � ((Di ( at_ IV 1 IL 4'- i - f ` i-(J ti d A ...‘ ("x l I C ) �j CC/r.l4.� a.V. 0� Project: rat Type of Inspection: Address: �,4,, + Loo rut., f ,, Date called: li � 7/0) Special instructions: Date wanted: / ijOZ.m. a.m. t / 1 Requester: Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwjla, WA 98188 Approved per applicable codes. INSPECTION RECORD , Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: Date: / `o 7. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: • - �.) ,/ / . 2.-r -)1 ,.1,--,2.4A7 /, .. , ,j Type of Inspection: Address: _7 ‘..- . ,,.. , , / 2 ) 1* ,..._ ' e, e .,,. _ j ,.:-1L _I 1 7-- --- ; /q , r-�.$ //S ;f( .1,i1 / 5 . . .31. it -- Requester,: ri..„.., .4,10 ,E 1.0 i / . / )tom 1 l r /T % /) -" C F :tom 2 ) -<,- A /1 } - l'I\,A i- ,-, - , i-- s, „1,44 �.� //5 : AA,.f .-17:1k t < I r,try. 5 )(-1 7 c L-ei rA Adev 1* Projec3: , Type of Inspection: Address: _7 ‘..- . ,,.. , , e Date called: Date wanted: / G' t't a.m. Special instructions: %� p.m. Requester,: Phone” V) t ' 1/- ..'s ;- r5 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 RMIT NO. (206)431 -3670 proved per applicable codes. 0 Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: P(oject: C. Type of Inspec ion: \ r Address: 7 0(' E C - fr w" Dat • call 1/41 ' — a — 0 2 Special instructions: n a- d� ( I p Date wanted: ed: w ( a.m., rp Requgs fir: C k.- S C, K.) Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. OMMENTS: if �- Inspector: El $47.00 REINSPECTION FE �" QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Date: PERMIT NO. (206)431 -3670 pType C (Y-,( } ` -Ve S of Inspection: i y ( y --i, t o p Address: -, -120(-N 1 cµ }Y t,u y Date called: LA -- it, ,.. __,, Special instructions: f p� � ty1) r✓\ Date wanted: �� � ., a.m. Reqyester: J r° C k . S0 in Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Jj Corrections required prior to approval. COMMENTS: Inspector: $47.00 REINSPECTIOt$EE REQItiRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 4 Tye of Inss•ecti. i / " / •{f s � ! r / Special instructs • ns: b i '7 Date wanted a.m., . ;p.m. R ster. • ,) ff CKY)7 -Y.( r l'" / . r - Gil e v / y y. -i 'its. -..) s? t / ...1 r ip/ .., ,' .r ..... i k _ I Pfci t: , • Tye of Inss•ecti. i / " / •{f s � ! ate ca led: • Special instructs • ns: b i '7 Date wanted a.m., . ;p.m. R ster. • ,) ff CKY)7 -Y.( r l'" P l 1 n f ) 3 C M "' ?60 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 a pproved per applicable codes. INSPECTION RECORD Retain a copy with permit (206)431 -3670 \ / C orrections required prior to approval. $47.00 REINSPECT)ON E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS) / `�) P /t/tU k ( /!t. / g ,/ �1.�2,,Ufi type of I is lion:) il. ... "` • • s• CDate - 7,..) 41,4 1 I ri1/4_,,,,,,, ,, ,,-- .. rA-L"7 , , 4i r. _IAA Special instructio s: k fs- � ,t� t� Reque ter: AC • 1 t- cf e. 2h vv•Tir r .-x , 1-, 4-1 t ) [ .9 I 4.1 7� c/0.4- e I.f �+' ( (/ 4.-A--- 5 LI ,f f lA i fr7 (4k e_. I "I � / hA 1L ,/i0 r 7 8 / ( 4" .r t . - h t„ re--► t: ' i r .. . .. type of I is lion:) il. ... "` • • s• CDate called: (Date wanted: `- t .. a.m. _IAA Special instructio s: k fs- � ,t� t� Reque ter: AC • Jr vv•Tir INSPECTION RECORD Retain a copy with permit INSPECTIO NO,, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 Date: 47 /4 PERMIT NO. (206)431 -3670 pproved per applicable codes. J Corrections required prior to approval. J�c $47.01 EINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: (L P,ri ject: ^ Type of Inspection: LA j -- 2 1,, LAIL, Date calle _ Special instructions: wanted' lDate j (� a.m. p.m. Requester :Q Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 d PERMIT NO. (206)431 -3670 SI - Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 0 REINSPECTION FE REQUIRED. Prior ti inspection, fee must be paid 6300 Southcenter Blvd., Suite 100. Call to sch dule reinspection. Receipt No: Date: COMMENTS: \ c,..--k Type of Inspection ev. eryv\ I t4 (..., -- h ( ,,,,, , 1.p i T) PryiA t t - / Special instructions: Date wanted: I a.m. P.m. Requester: A r Phone: - 0 . 10i - 1 . _. I _. r Z - ' ' . s ...,.....a...0 _ 0...,,a41 ', 0 - i \ c r--- \ I r•••■•■,,, P ct: .� �( _ Type of Inspection ev. eryv\ I t4 (..., /511F,t1 Address: '7 2 �? {-amain t i Date called: / 0 - / Special instructions: Date wanted: I a.m. P.m. Requester: A r Phone: r INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Inspect • r Receipt No: INSPECTION RECORD Retain a copy with permit Date: Corrections required prior to approval. r2r $)47.00 REINSPECTIOt FEE REQUIRED. ,y to inspection, fee must be paid / 6300 Southcenter 6 d., Suite 100. Call to schedule reinspection. COMMENTS: t, S ,j (;)"1_h_'.. 'i / 1 I ,rty ,; s fi ea s IN 0M 1.---t- .1 .4 / - .., ., 1 .,,, , Air A a� S 75 I ecial instrucjions: //11C'') c ,,� rT 0 ,..i ,1, 4,773 ,79/-*/ > 1--N s 4 P Gl-- ., t . / ,.7 �-- te'll t .1.,,% 5 ,..p 04 #4 c .. - L-/, 1,9 4 £zr 1/ i '('.� , . 41 t ee ,.,, hi -,0„ b (-4 lI re,4 iIZ•ed 7 -e",, ' ''C././0 ti-AP../ Project: / j ( ii //""r I .) j .LLLf Type of Inspection: i'lafi 1P.• 1-G` /q.. 3 ,r jr .�.r ddress: ;' — , f' t. i.'1 ( t4J Date called: ,r ''��ff S 75 I ecial instrucjions: //11C'') c ,,� rT 0 ,..i ,1, i / > 1--N s Date wanted: �/ 1, . ‘ IR) Requester: j_.. /f. 7d. i / t Phone: :;',) ' 7/ _ f- 5 INSPECTION NO. Approved per applicable codes. Receipt No: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 \, t f� Corrections required prior to approval. El $47.00 REINSPECTION FF REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Z ~ W a � 00 N W = J N w Z 1 w U ON o ff w Lu U O Z Prpject: e "' Type of Inspection: -j Ad ress: Y t- ,0c 1 `1/1/1 (i) W / Date called: 1 0 t0 , Special instructions: Date wanted: a :m. _. P 2... p`:m. Requester: { i . i Phone: - .... INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit / 5 7 1- -C/ev Corrections required prior to approval. (206)431 -3670 ,\,! PERMIT N Inspector: �� f I t� Date: J - '7 / r7 r r $47.00 REINSPECTIOIJ E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: (f ect: ow T/44. f p o C � j TYpt of I spe�tio : 11661.3 feet Ad�re4s: --- , 1 Dati called: - •ecial instructions: j it ' i t 1O _/.,7 / a _ 1 Date wanted: J �, y Requeste P 7 2 ‘/• 53 INSPECTION 0. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: G�,1« hr`s Inspector (206)431 -3670 fi ,Approved per applicable codes. Corrections required prior to approval. Date: $47.00 REINSPECTIONEEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 1 / `'' -� / A: Date called: 1 / - ea / ..► -, .. 4 ,ii 4 4 /f _ v • :' l S 46 t C,./ // 5 1 4' 71-1 7'7--3 S l ! ,7 /f 1) --- /.p i 7.c,. K l // l � f e / i W( ( - J—'-r ,)el A ,, /,, c- t / ?.- 5 / `-7'2___ J.', i /'1 / Project• Cnt /I Att(t/ Type of Inspection: r ra y 4M16 - f,-1 Add a s: -/WCO Favi (1:111tcw Date called: 1 / - ea Special instructions: V l2 Requester: /) /2---,5 .r' f Y3 „..k-L...; Date wanted: + Phone: C - 3 . 3 0S,- INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes; Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit C $47.00 REINSPECTS FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (206)431 - 3670 Receipt No: ! Date: r 7 Pro' - ct: .1!.r 0 A Type of In • ection: .r.t ....• Al .. . t A:dress: Date called: Special instructions: 1 I C/ c2' Date wanted: �I a.m. 'l� t , 2,..., d c e L , 5 r14 l t,, y , '� 1,%:e 3 d '1 I .-- 1 Requester: Phone: INSPECTION NO. K Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: Inspector: Date: ,+ - ) l l $47.0 EINSPECTIO EE REQUIRED. Prior to inspection, fee must be paid at, 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: Type of Inspe ctio Address: 7)(I) P-11(41 all in '— �' - Date called: C : Special instructions: _� () - Date wanted: j, _ L ,c i0� (a'.m p.m. Requester: .. r)1/a 1, Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: Inspector: I Dater f) S 00' EINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project. A Type of Inspection: Address: Date called: t , r-, Special instructions: Date wanted 3- "i. 'A fa.m. p.m. Requester: ) 61q1./0.) Phone: ' ) ? INSPECTION NO. riii} C a- INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. V Y LI $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Z I W U 0 NO co w UJ_ w g< • 3 w .l O • N ▪ F- W - u. o W Z U - O Z Project: C. c I• t, 1 ` r'd ; Type of Ins•ection: (, (,t) �' I L T I r 6 Address: � 1 t )0r t C &' (-t. UJ Date called: 4 4 — C — () c .2 Special instructions: C J Date wanted: /} }f{� '- - `� tJ � ( a.m. p. rh. J Requester: - • Phone v{ t J &' J — 5. cam' I INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: q4\ INSPECTION RECORD Retain a copy with permit 'Approved per applicable codes. U Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 4 2/-7 ),e-A, 6 ------ j I) /1 /f I. t ( -. ". _ - j -- _ __ _. t9 - .. A i Date called: 4 4 k2: ( 1 7 p,":"."4" `- 11 110'1/77) ial instr ctisns: // r* 4 - ( / /et , Ll < t . / 4 �.,/ /7, j-- - i ,9 ib /7 I 2 ,y,(''-e. ,, ,r-7;-te __ , 7 .0 / .--.at ':✓'2 N.., .-s } Phone: -7 7) r P0..tj Typegf Inspection A i Date called: 4 4 k2: S p / ial instr ctisns: Date wanted: 5 a.m. Requester: ! Phone: -7 7) r , - . 2 e) , /,... 5 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. Inspector: • Date: 011-0,c'o (206)431 -3670 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: I . Si ce l r( 19f) i-- D:J / i.-- o - - r J 520 F / ./ J /,' i - I / h . _ Special instructions: f wanted �f m i p.m. Requeste : 4_ 5017 4 ?��� y/'' - � ` ..r+✓-. -.e_ P sect: . Si ce l Type of pection: 520 F C/_ /,, { LtJ pate called: /y700. ll Date Special instructions: f wanted �f m i p.m. Requeste : 4_ 5017 Ph w INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit (206)431 -3670 pproved per applicable codes. Corrections required prior to approval. [Inspector: 4 in I Date: ((// ''��,,,,�� $47.00 REINSPECTIOIlfE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: /�� 'f-j i/ �� ,t'J / r ' lI V�1 C4 / / Type of r�i . ... •,a- e• %/ /J •7 ..%,-. /-7 dress: 7 - 400 r Cif • Date call- • L 3 a , Special instructions: Date want : lye. a.m. Reque e v CO ( - S20 5 INSPECTION INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. ~'C orrections required prior to approval. COMMENTS: 11 (206)431 -3670 Inspector: V L/ I Date: n $470 ERER 1NSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: 4 air g 4 4 Type of Inspection: or Oa MedSifir d s - -, D to called: . .4/ j 41 Special instructions: Date wanted: Ir ' e. a:m. p.m. Requester: > /) /? f•1 Phone, Ll -5' INSPECTION RECORD �-�' Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. $4 '11 REINSPECTION F REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: roject: t. ilk ...mar �%/ y f Inspection:. j�� � f' V 1 fi l ;� ,t: f/ `/! / h( ru a c h, 2 Addt ) Date called: q ; I x Special instr ctions: t/A "Wu t' " f Date wanted: / �O rin, j p.m. Requester: /74 Phone: 2 .,,� - �...� INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: J i ?'/ ,� / mot 0e2 r Inspecto n $47:01 ' EINSPECTION. REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Approved per applicable codes. fJ Corrections required prior to approval. Project: } . Type of Inspection:. Address; _ Date called: Special instructions: l'- Date wanted: ` /; 't-) Z- ' a.m. . p.m. Requester: J! / Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 R Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a ropy with permit ()7-/ PERMIT NO. (206)431 -3670 Corrections required prior to approval. .5 /9 / f -fib dy �°'f 0 Inspecto : ` Date: "� ` rit- +- ; \d---1.1 ec.t1 c-1-€. 1 -1 -- 7.- O -> )7 X47.00 REINSPECTION FEE REQUIRED. rior to inspection, fee must be paid / / at 6300 Southcenter BIJd., Suite 100. Call to schedule reinspection. 'Receipt No: I Date: COMMENTS: / 5 f `7.. / 00 1 , -iajr"Cd' �.'� `) � .rt1 .f � X 4 ( / Cal' r C "' ! .... P,a t7 , Cy----1 f ;../7/-> / OO )1.1 . 4.2,4 ructions: Date want . . ,. Requeste Phone:. "CV ) f / — 3 P • ct: , , ,, ice i _s ( ./ r Type of 7ethon: -iajr"Cd' Ad ddress: ) / ) l? ��f /Jt ,7 (� c k r � ♦ f Date called. f Special in f) ructions: Date want . . ,. Requeste Phone:. "CV ) f / — 3 INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. I p ctor: Date:. `' 1 c-4 ., . I L/- 3 - $47 REINSPECTION E REQUIRED. ,Pr to inspection, fee must be paid 0'6300 Southcenter Blv Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: f1 /3,r) ( AI ,F=. 4 00,.. ' /s fi f OC! 1 C , ) [ �Q"C Jo (g / 2 0 AV j � ( - J '` r`1? '7,4i-) .r.� 3 -- 0 r►-r /e, /e, Date wanted:_- 4 2, _. en. _ f. e .1 Requester: . _ = !'c,. vti. ---t - r,o • / r M --- n'y1 1 4 f 0 / . /! Project: r' ` . 77. ' :'?7 .4 � i. , 4. , Type of In pection: ' � t�^ r -. --Te 1 Address: " Date c lle / . / - Special instructions: ,_ ' f Date wanted:_- 4 2, '' a.m ,, p.m. Requester: . _ = f f-, >.-�' Phone M INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 rid Approved per applicable codes. J Corrections required prior to approval. 7 47.(}d REINSPECTION I9E REQUIRED. / rior to inspection, fee must be paid L 00 Southcenter Blvd., Suite 100. C111 to schedule reinspection. Receipt No: I Date: Sts Project: Al... ► . F Type of I pection: A. • ress: j 9 ` A _.. Date called: i E 1 0 Special instructions: 9 i t Dat want eatr /2/oZ ' 4.m: C, p.m. Reques Phone: - 2-CAA • q _ 9 ( — 5 - SO C ) INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 }` Approved per applicable codes. COMMENTS: (r \PLA:c d 1 - (0 04.5 tP" ( b tV tier 5 CEOr: (,t --v - ` $47.00 REINSPECTION 1 E REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to s hedule reinspection. Receipt No: Date: c INSPECTION RECORD Retain a copy with permit l� f t r�r ' I_y (2 6)431 -3670 Corrections required prior to approval. ( Date: o Z QQ 2 1 cc ~ W U o to 0 tf) W d Z O t- W 2 0 0 t— WW U � O � COMMENTS: / t_ ( L c Type of Inspection: 110 f4L&V1( IV �-^ s,t l %,5 0 --- l /,-'- rile - f f.,�'1— � . t":.-.."t. I '_ � .. , 4"/ >t ■ A mot( f Date wanted: (a.m) Requr. , �ste G1I'a4 c 2L____ i: 4 :2_ - _/ye,--42..., `‘,.,•-&_-f " ___9/4„- Project: A e t C/ r :. C U ( tf) Type of Inspection: 110 f4L&V1( Addres ?t 60 ri ���l (i�}tiu IAA Date called: {� .,- ,2q -(a Special instructions: Date wanted: (a.m) Requr. , �ste G1I'a4 Phone: 2t)t - , ( 1/ — ( )_ Inspector/ �jl� (-i INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. I Date: � � El $47.00 REINSPEC ION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: trl ,, ciA-4 T (- fype 3 tio ) If Address: -- _TAU() ( Ck Date called: q- . ) :47 / 04 Special instructions: l ? ' Date wanted :, t– q/ / / Ca p.m. Requestn Pho _ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspector a20 INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. ' I Date: % J7 Ell $47.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: G1 -1 f� :3 TYP '11 i'/ t 1 -•1 , CD f cirCYvtA (mot° P E I ' 0 - t`rv,A 1 r -I taEk, - ' 4 f 3 —Z; -02 0V. 7 VApU? aAC?R Po , R 0 - (E&owt l `a. (.7Lt6 ' .,!`") ? ? �)2 / G1 -1 f� :3 TYP '11 i'/ t 1 -•1 , ress: AV00L J 1t/ i (. f J Date called: / �. ',/,./' , .. Date wanted: ; a.rtf.) ; �J r'�'G/ �t' 1):m Special instructions: -� ; i, -Z . Requester: LP .3)1 ladi Phone: , 20(9 ,�/ cl:FifJ. C>- 1 tIZ INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 CuvvAa 1 tc Approved per applicable codes. Corrections required prior to approval. Date: 2 — O2 J 00 REINSPECTION IEE REQUIRED Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. C ll to schedule reinspection. Receipt No: Date: COMMENTS: (c.. Type of In ection• ! iLA N ( -. i l CD NJ t4 i-NF fora rv',S T0#' / SA- IN Date called �4) M ext-\ i NI C.. .. vv'ti. -'Y 0 P (v l k:)`1 11, Date want : 3 a y70 a .m. 4)i- c.4'e ;-1 - `i iv . , — t OCa 6 -L 5)7 k L , 40— ' c.-.2 .-- (-iv', k f f e P Oject: ! \\ j/t't f 4 - . .� /,' - Type of In ection• ! iLA N ( -. i l it 4ess: A xil c ' + Date called Special instructions: P -f 1 , Date want : 3 a y70 a .m. Requ er: Phone:, i INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. J Corrections required prior to approval. Inspect r: Date: $4 .00 REINSPECTION REQUIRED. Prior t inspection, fee must be paid a1'6300 Southcenter Blvd., uite 100. Call to schedule reinspection. Date: Receipt No: COMMENTS: cOU 1 oft \ GO 0011-3. 1•) R- porn ` 1 3.s 'IA o1,,,, 44 2, i ()kik IGv\A 4 NA C' Special instructions: ! 7 W$ Phone: _ • *a .. r t ' • ) Projcet: i. 6 ,�1ts i oti SUiAP c Type of Inspection: VIr c ml c Address: . / . \ C /\ W Date called: - ;` , )9 - 1'. - . t Special instructions: Date wanted: t (a.ni. Requester: Phone: 0 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: f ' O 2 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Sot Uot \ pl goam - earl 14 12 1 CV i re s - V T () C f YP(A 1 I -C • 'P IttY+ 1 . ik 0 ?1 ., 5 I c v 3 cow i G • Pr 1 Z) 4` � 4 Sth- T Type of I r rxp on INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 pproved per applicable codes. Inspector' Date: Z Corrections required prior to approval. n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: P eject: t Typ of Inspection: Address: P-tA ii. C N - 1, Date called: .2 O Sp - ia instructions: i -4 Date wanted. OD, p.m. Requester: E (f20 3e- ! E.) 3 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (206)431 -3670 Corrections required prior to approval. COMMENTS: ! ,g r , 0 p i Date 7.00 REINSPECTION FEE REQUIRE D1 Prior to inspection, fee must be paid Receipt No: Date: COMMENTS: of In ection: Type`/ . c /6004d Address: Date called: (0 tCk �,tu L'It s �I�) „c, c r..,�Ie 13 - ?C1 D.,. I-.. Ay r- Date wanted: ' 2 e. 1- L. o z - t.... A ,� S 05 . toe of In ection: Type`/ . c /6004d Address: Date called: Sp •cial instructi ff , Date wanted: ' 2 Request P n 7 b$ 'tJ- S 05 . INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 154 .4pproved per applicable codes. ❑ Corrections required prior to approval. '7.00 REINSPECTIO ` FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal to schedule reinspection. Receipt No: Date: INSPECTION RECORD Retain a copy with permit 1 Date: PERMIT NO. (206)431 -3670 2 -O 0/ Project: , .. Ccmfoet SLIft°.5 Type of Inspection: flItamtaik, 11iA , I Address: 7NO0 Fur- (el 1 ifr Oa( Date called: ? °9(, Special instructions: J Date wanted: 2 3 Oa .m:) p .m. Requester: Phone: 9(s-(-Y0l - x; 3[9/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. p/n 117, r1 9 �t / / J $47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 C z Z re 2 JU 00 (I) CI W J w g J Q w Zo O • N W LL 0 UN o z COMMENTS , j; t S r i-ti r _ Type of Jrspecti • • ss: aPt'dLA-Lti 5 / Date called: Special instructions: fr Date wanted: { . '. z) 4 3 S -- / i' (9 c ,� J - • Prilttc � 1„.1 ( ( _ Type of Jrspecti • • ss: -• / Date called: Special instructions: fr Date wanted: { . '. Requester/2 ia n_e : ._ )_1.1_.,/ : ____,____ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Receipt No: 1 i Date: (206)431 -3670 Corrections required prior to approval. Inspector: ! Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: L( Gi..- Type — Inspection: =( - o 7 f 11 -.l -fit_ r, t - l liC1.64i Address: ' „r- , 1 /..4-',:l() /Yew CGr /4-4 Date called: .:1 -D.2- Special instructions: / %' ' '`u c' ` :.(2- - 4f �. c ( Date wanted: i . .) j > . Sf f).-- z.4e.c. Requester: ' K.: ( t,, .f Phone: r -c.'G ) .59 ' / 3 , / 6a/ t r.,/i 1 i (1 ) k 4 / (- 1 eil-ek,/,,,) ii C. 4-- s i (4./ (f -h bt e0 v .e5, --ei L� r (t' Project: ,f :' /' r f r - r L( Gi..- Type — Inspection: =( - o 7 f 11 -.l -fit_ r, t - l liC1.64i Address: ' „r- , 1 /..4-',:l() /Yew CGr /4-4 Date called: .:1 -D.2- Special instructions: / %' ' '`u c' ` :.(2- - 4f �. c ( Date wanted: i . .) p.m. Requester: ' K.: ( t,, .f Phone: r -c.'G ) .59 ' INSP'CTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Date: $47. t) REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Ivd., Suite 100. Call to schedule reinspection. Inspectgf: Corrections required prior to approval. Receipt No: ' Date: COMMENTS: r-- , f/ Typ of Inspection: ( Al 0 tt,t.l y 4 ,1. 13 Date called: ) - � : r te " t I � . 2 1. '� 2 „ ,; 2.) C) I r p J( ,1 4 )1- t` 5 Tel, «� 1 Phone: Phone: I �c1 r rid (..fir,,, 1/.•. , /e..,./ "; f1L. s�z... -7 r.I S i c- 7 5 ' f ! Project: i lt _J / 1 es Typ of Inspection: ( Al 0 tt,t.l - rl itInt ilt ress: Date called: Special instructions: Date wanted: . —) 2 „ (A---, m -, a._ pcs. -- (p.m. I Requester: Ill 1 Phone: Phone: , INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: El $47. REINSPECTION FELREQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Date: (206)431 -3670 Corrections required prior to approval. COMMENTS: Ty. • of Inspection"' I t'` ' . +. 4 �`- •'. . it .. l Date called: Z- ; ,, iC Address: p c J - ' Speci I instructions: C' j . Date wanted: . .. L `' ° G .m: m Requester ( * i�f .r.- irr .r. ! – 7 — fa ,�(i f ... A ( ! /d / !.�"i e . r' t C �4 `. f •-, !" / 1 ' oject: -, L-t :'L. Ty. • of Inspection"' I t'` ' . +. 4 �`- •'. . it .. l Date called: Z- ; ,, iC Address: p c J - ' Speci I instructions: C' j . Date wanted: . .. L `' ° G .m: m Requester ( i4 Inspect INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. EJ Corrections required prior to approval. i Date: n $4 ' 0 REINSPECT! e N FEE ' EQUIRED. Prior to inspection, fee must b paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS I 7 &'- -x. / ' '-1 Date called: , ' rz, / 0 �._.. S Baal instructions: iC f 1 -r' f tj �6 Date wanted. /104. r i Y r 1 o -- r:i, ,744_. -') / I r/ . L -7' a,^ Phone: , , ,•. !.f 5 • (•. (# ' t lei 1 c,, ---(4 , S Cla (.At. r.. -4 /0 __ / -- Ae. ,4 /9 1 t 0 r A ( l F' 41 IA - ✓. - 45' 7 / • / f .f f .l) A-1, r!" /' /1,F"%' /'.�ir7 1 ,( - _ A,/,).1- yL "f L /, t 7 rb' ct: 7571 C litile4- Type section: d ress: (�. / Date called: -� ' S Baal instructions: iC f 1 -r' f tj �6 Date wanted. /104. �..a.m.i p.m. ' Requester: Phone: , , ,•. !.f 5 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: /) INSPECTION RECORD Retain a copy with permit I Date: (206)43 1 -3670 Corrections required prior to approval n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [eceiPt No: Date: P t Type of In pection• Add ess: ' t.,.' f I Vi= at 6 . 1t k. . Date called 0I Sp instructions: plate wanted � - -- a.m� P. m. Request e9 '' Phone: 3 e INSPECTION NO. El Approved per applicable codes. COMMENTS: Inspector: A/o / 1 , c l r INSPECTION RECORD Retain a copy with permit CITY OF TUKWIL., BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Date: —2107 U $47.00 REINSPECTION F REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: of Ins _ ection: Address: Date called: e r'' OG F 11 b r. . l 1Or )1 c-, Date wanted: `) - /I,/-t r a j) or 4 J -' t:: t a.m. 15.m. Requester: 11 Phone: Project.. ?. - of Ins _ ection: Address: Date called: Special instructions: Date wanted: `) - /I,/-t ) a.m. 15.m. Requester: 11 Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit R Approved per applicable codes. El Corrections required prior to approval. s.) n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: F 2 ,n Al (, / 111 / , e /i .S' t' ; J to ,, e anvil i /•;4/ _ f} ,p ree,4 0 1-'4 - /irt -i J . . -� / . 4 u r l / = t o 0 4' I iii ; f V ? / v :,// : s , ' v' r' / ,),it/ , i r / rt. 4 / . 7,7? /, tr i -,/ .‘ ,e5► ? fN /7T 3 / i3 've !, J y'p „ ", , t--1.,-,/ , ,: j l j ' J / f I ed 2/„..// c r ..:) ii 1'/s7 / ,1rc i v :'t,2 c- 4 (• fp! f" J / x.� � ' , ' ,a n, ,, 7 Pn� � a A-/ ;� r= : r� /r7 I.-11 6. /"� C l” s 5 U ] 1b r ‘4,/,),4-- /, eve- - 0,A v -e - -, I o r / yc1) -' i.,.2..? ._ 6*a �sP� !� °�✓..► 6',-1/"9"/ r,TO ,sf.e 0 D _ / Project: Type of In pection• ` Addiess: "' 1. o 1 Iffri C .( . / Date called. ...3 I P7/ oz Date wanted,. / , 1 04 ( - �artn'. Special instructions: 7-11,ir-c p.m. Requester D _ e, INSPECTION RECORD C..'' Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Xi Corrections required prior to approval. $i7.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid ill 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. / t R ceipt No: CAA I Date: PERMIT NO. (206)431 -3670 Date: 5— .-o- -a COMMENTS: Type o +inspection: -- r ! / n ,•-1 / ll,? / t.rv' /` , `f; r'... --•° !.t` 1 !j h c•.., A. el..- (/ A )./1^ .4 . ! tf.4 ti jI , ..0 , r''/ /37 ' A" )/ S Al ?I �'ti q , - ' e 0 7't/ .,,S tat A PS t'f // I � -36r77t t7 , ;-1f� i Ag+v / ✓ " A 6-'1 -. cial instructions: -. f'1 f (• .S cr)i 1 Gtf4 / i r2 k 7 r; I'; ) f el t, Z. f/4t,.. e.- a.m. :m'' •` 2) S' /V /.J Ar- A r IA411 ,v 6 -2 'y r/ . fr >r> r'' Phone: -, 61 t _ .- , 0 �, i �. 1 fy,yn ,a,vr✓2 -- A p. F C f • .) r, ;/ l " --- / 5 C/ Project: , { / — S ,t t t , t _C Type o +inspection: -- r ress: hr ki C . lf 7 zc �. Date cal ed: cial instructions: -. f'1 f (• Date wanted: _ , I t✓ /U2 a.m. :m'' R Requester: Phone: -, 61 t _ .- , 0 �, i �. , , 0- , / 27 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 C Approved per applicable codes. Receipt No: INSPECTION RECORD Retain a ropy with permit rTh Corrections required prior to approval. $47.00 REINSPECION FEE REQUIRE Prior to inspection, fee must be paid , / at 6300 Southcenter � lvd., Suite 100. Call to schedule reinspection. ' Date: Pr yect: { Type of I ection: Address: 72 u o (,i , re 1 k Date called: I i`e$ /v 7 -- Special ins ructio s: 2 i , --F f . ell Nate wanted: 4J'i/t a.m; I Requester „ , Pone INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: L Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. k d El $47.00 REINSPECTIO E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: Date: 3 COMMENTS: .. L -. /1 , .., s ess: - Addr DvL) 1 V.A. /1 (J , J r 1-'1 "9,i- t e / /i 4 , ` 7 5r,4 5 " - .I.l r 4.. , l r r / ) --"7 f ,/ C4,-, f • V/€ -. } /J.'i../ e � 3) [...e9,a- 3---ee / /Af ,f .. - ( ! Ace .,a 4 `a� r. -1,4:0 /./ A1UC ' .11,-" - -'1 /" �': fa t 0/i .4./ .... -7 99-7) il rl_r Cr0 , 6:,/t) �;� ,. / . 1/4 /...e' l � 4 , 4 °, y 4 / ,✓ /` /j7_- _ .-r' / 4 a.rn, p .m. P Ject: ._ b CA-..l1 C„.4....4 L:c� Type of nspection: 1,x`11 • I .t ei /( c- ,; a.-�6/ ess: - Addr DvL) 1 V.A. /1 (J , i% , Date called, -, . i () �_ Special instructions: ( � Date wanted: -. . { 1 }/ 11 (� 2 a.rn, p .m. Requester: r Phon INSPECTION NO. g pproved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431:3670 Corrections required prior to approval. Date: n $47.00 REINSPECTIOis REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 'A J .. Type of-Inspection: . •` Wit.. 1.-1 I r .r A + dress: •^ ZOU 'Ltn [t . LA L Date called:, f ' . ._:;//..,fU,7 4 Date wanted: r � , / ' �l c. ( p.m. R eques er: , ,Phase ;, - r.. • i � � i'' . ,,,r �,.t'.sY, �i 1 ,► .r .rr,1 -1 / salq .r 4_4 it ../ v9 Jfi„r / ...... �?? / 04 ,.. Lar � (-•4- / jJJ � . �s _ L i !. T , I y A r _ , )--•-, G_? - f. ,2v . 44461.-I 44, / il--7 G I /IL. S(7vT / .. i., // , -- r / P (Oct: v - t. fv .t 4 ` l., r Type of-Inspection: . •` Wit.. 1.-1 I r _ A + dress: •^ ZOU 'Ltn [t . LA L Date called:, f ' . ._:;//..,fU,7 Special instructions: 1 1"j U S k.1 _ ±>r Date wanted: r � , / ' �l c. ( p.m. R eques er: , ,Phase ;, - r.. • c INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION I 6300 Southcenter Blvd, #100, Tukwila, WA 98188 g Approved r ,per applicable codes. f' ' Date: ` / yCQ $47.00 REINSPECTIONEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: PERMIT NO. (206)431 -3670 Corrections required prior to approval. Receipt No: -- Date: z 1- Z 6 U U to ° W W w 0 g Q ° I-U 0 WW O ° O H WW U. O W U= O f " z COMMENTS: i r.. As .4 • A .4 ANIIM ■ Special iinsstt(ructio s: 2 /'t-�'t ( • Date wanted: -, t _-, /iv/ I-t _. (.4.1.11.-) p.m. Request Piro: TL P oject: 1 Type of Inspection: ASidtess: Dat calle -� Special iinsstt(ructio s: 2 /'t-�'t ( • Date wanted: -, t _-, /iv/ I-t _. (.4.1.11.-) p.m. Request Piro: TL INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Ei Corrections required prior to approval. Inspector: Date: n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: I -- 1-4 / Type of Inspection: ( r. t-t c i i L IL- 4 .Cr, ) .0 . z . 0 0 Date called:„ 1 '2,, ,,, .L7A90, /54 A, 'eA Date want / / I `' / V '' y a.m. 6.m. ` - e" C,41 1-4 , S . j :..: Project: ( d` ?t�'I I i �3 �,c..t / - Type of Inspection: ( r. t-t c i i L Address: -- Special instructions (' R "I Leo (4 f.1 .0 . z . 0 0 Date called:„ 1 Date want / / I `' / V '' a.m. 6.m. ` Requ ster: t r Phone: »,, (l `? -fl ( ' :..: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION - 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per a$plicable codes. J Corrections required prior to approval. Date: EJ $47.00 REINSPECTIONrFEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: Receipt No: ru. INSPECTION RECORD Retain a copy with permit Date: (206)431-3670 COMMENTS /_ ) �'' 07 i �! /✓CJ tom` Ty pe of Inspection: fin (1 t ) ( 4/ .{ . - G,'` _ 'A /"4-1 C "� [? t I �r j 64, iv) f . r ,4. Special instructions: i ,.. -' i ., 4, r `� / ,..„01,4.,4 .f 'Z.it /~ l' ll /79' S Phone: - t tp - -::5)7/ - � r �,�o / i ...1/• .) ^'r --7. -, ' / 2 � (7 (' .� '1) R r?O / A. --00 �-) "t- f 2 - t-7 , > -1 74 Gf "17 t...../ 4 c -Yst I ( ` <..f , 1l ('A<— l rl e 4.4 //, o p-, /,rte p-. a(., - V b., __� / . /./ /! - 7..--- rat Ltl. i 4 1.410 ) Project: / ( (r j ( 0' 7 -5t,. i -( S Ty pe of Inspection: fin (1 t ) ( Ad ress: Ito77, „} 64, iv) a called: /),,? i Special instructions: Date wante : , 1 ”- 1 — ,•4 (a:m, p`:m. Requester: ] o ( i R c ri Phone: - t tp - -::5)7/ - fj '1) INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 J Approved per applicable codes. Inspector: � (206)431 -3670 Corrections required prior to approval. Date: s) El $47.00 REINSPECTIt,t4 HE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: /I/ /AI 24- aka '4740 / t v- en 4 . 2 ,G.. - 7� . ...- o c' J.-t 4 '. 4'14-6 (i f4 >.�'t1__.- , J l,,..:sf /,'G -- f.„ 9 �- f 4' f eld... 0 / l (._e/�'� ' ri �: '%,' p.m. ___„4. . , r r J c/- JC/A,9 k- • tie„,„ 11, 0101 S 1.,,0 .4-,/4 a' it .. se ,—. .. il)(5 // 1 2 A 5 ,-,„.e.t, ,„..,ii (., N--e - : er J-., Project: r Type of Inspection: Address: r x) CO •v' ( �c. n4F y' LA) Date called: -5 - l', . } Q Date want ,- —! — 0 �: '%,' p.m. Special instructions: Requgs gr: r� ( I <LW) P,tz ne: " ? i , f f' -- 9! `- f ,?Ci INSP TON RECORD Retain a copy with permit iNSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 1 . 12spector: (206)431 -3670 Q Approved per applicable codes. xi Corrections required prior to approval. Date: n $47.00 REINSPECT!' N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Prqject: T y p e ._- r J Address: f - r {/ , -1t j_, ` t; Date called: ' . Special instructions: Date.wanted: e�x ,.m.,: p.m. Requester: \._)/7 IC' 2; t Phone: J .) 9 / _ t f f INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 proved per applicable codes. COMMENTS: d-7 7 0 / -- Corrections required prior to approval. (2061431.3670 $47.00-REINSPECTION FtE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: J . / / '` f J j:j J Ty pe of Inspection: /""- t. ( '- -- L ;( � "� e * 1 1� ,,,.� r ^. • 2 '1 I - � t �,. w L�'.� 1 G•� Dat called;. -, LI ;, ,, >, Lif E T Requeter: .,r) ei in ... r 4_ /ft Lcam- , ,1,0 r e ...: Jk fir: f 1 ::: 4 1 41 ,- / , 1 1.7 1 - i / / k . r� 1 r k-- , ...r. .I 61, 1 1 (, 4'/ k,l l4/�/F /7. f J ... s /� J / /� i 4 , Y !fit ,1'" f , f 1 ,1 ia[ +' # t c l " 1+' � .2_2 Project: ,- ' 4/ tJ ' ; ', r '� r � Ty pe of Inspection: /""- t. ( '- -- L ;( `'' ' `' jf f 11' (( ^1 Address: Dat called;. -, LI Special instructions: " t; I vG►'r Date wante ., > ,. / (? c/ { a m, -p.m. Requeter: .,r) ei in Ph e• f1 —. ':; i/ -- I CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION NO. Approved per applicable codes. 11 required prior to approval. i 7 Inspector: /) f INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -36 0 Date: 3 $47.00 REINSPECTIONM EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: c‘s Project: , r ' Type of Inspection: / A ddress: ; / Date called: Special instructions: ,./ , r: 4/ Date wanted: -..5 / L1 0 a..m) p.m. Requgster: r. t�f )I"K Phone: ---- 3 b 5 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 VL A pprOved per applicable codes. (206)431 -3670 Corrections required prior to approval. Inspector/ j C -' ( ¢^'1,,� Date: 2 f $47.Q RO RO EINSPECTIO EF REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: I Date: `£-COMMENTS: + /\/ i ' � / c ; t. r ,1L1 / 1'r S / a /-2 2 iv --.8 .- /2- / f✓ ?/ s 5i(„ r 62 /Ai / .ter /.5 2//'7(2 # 4lde y -- /rj /1V ?r5 i f4g iat vrs 2 /O ) /2 1 / 3 ,A)eiv " v(i /.) r" d r- T 0,3 /ea i a Ai ( � 1.� f / Date wanted: ,�, - / ? - .. p.m. Reques(er: /�� �}j / v j 1 f /� `' ( f Ph lI "'V .. , Ifdject: f s( l /) C 1 r ,1L1 / 1'r S T pe of Ins ection: Type jf7 Addr s: -/' e ( ` ` ►) /clew f { r k ( ` 0/ Date called: -3 I :3 - t)...? Special instructions: c �?�, ei f /�. et ' .4, V),,i)/ tI � 1.� f / Date wanted: ,�, - / ? - .. p.m. Reques(er: /�� �}j / v j 1 f /� `' ( f Ph lI "'V .. , 117 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION NO. pproved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 `/ �� orrections required prior to approval. r // $47.00 REINSPECTION FEE REQUIRED. t for to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pr Q ct: i (ae.' /V J if K . - ( f -i( `,, .1 r Type of Inspection: -/ ` L- I . , / /- Address: -1 �t-C / i t i l 1 "Tbr� Uy Date called: ' - / -r Special instructions: Data,war� ted: t� •5 (3 C2 P.m. Request PhonP0( 3'7/-5 ...5 3( if INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 p e O proved per applicable codes. COMMENTS: .11 & / f t'l r -/ Receipt No: 9� INSPECTION RECORD Retain a copy with permit .-. /91/ Corrections required prior to approval. Date: PERMIT NO. (206)431 -3670 InTectoi• , Date: i f \ - 4.:4.4.-A-, / )/ lift ,4 . t ,1,-,..„ --3 .. $47.00 REINSPECTION FEE FEQUIRED. Prior t inspection, fee must be paid at 6300 Southcenter Blvd., S ite 100. Call to sc edule reinspection. COMMENTS: Y---0-7// f , (,/,;- ` c.% " Le cc/ t. r'-17 ( .1- - e.7 /2 7 ,} / Approved per applicable codes. INSPECTION NO. Inspector: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Special instruction Type of Inspection: ""yy Cate called: Phone: Corrections required prior to approval. 7.49// $47.00'REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: Date: Project: / C. A ,h -1 Type of Inspection: -- W ( Address: `7 2 CO — 41)...A 0. 4, L) \ Date called: ' 3 ... t 1 (.)1.... Special instructions: Date wanted: a.m. 2-'.2 Requester: . ; Phone: l 1 Lt INSPECTION RECORD ii Retain a copy with permit INSPECTION NO. 1 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 pk pproved per applicable codes. COMMENTS: t +p c_x . r - or: ot.vq.�h. \ Corrections required prior to approval. cv. 4. box-- oci PERMIT NO. (206)431 -3670 • Date: Z. —Q 7.00 REINSPECTIONJFEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter.B Receipt No: Date: -d., Suite 100. Call to schedule reinspection. f P 9 ject: ` / l>/k ft,Y � ..fi .S t -t /� COMMENTS: ! . / e 4'.!' // <- 'i0.,. (] d c // f - Date c I d: _ c — — 2-3 reetidC C S'`1 ' t t , .9 „r / 2 .I t✓ I 12- l',-.2 ' ,,,,,// /7 '4 .. r 1 ,rte I/ (Pz ---, t , ) - . )er, 0 Ai eee,1 4 4,6 .el si r jam ir -pr/ 1 ti r S r . '.. 4.., ./ a //J,.t fie..., , L4 04 T -, f) �, e� ,; -,� „,,, .. 0,, ).- / ,e-p n„ ,„ ,.--, /,- ) 4*. rz, , ,-) -8 L f P 9 ject: ` / l>/k ft,Y � ..fi .S t -t /� T e of Inspection: / f 4 iii //I _ A dr / ess: O /� , j� f/j // � L � f F” �:'• ' ((/i * /" i - Date c I d: _ c — — �' Special instructions: 2 ..r�` 4--(0a, 2,.:5 � Date wan ed: -- /t r, 2- a.m. ) > Requester: J elc t Ph il - : } -3qi -- a o rl INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. PERMIT NO. (206)431 -3670 Corrections required prior to approval. Date: } ��. $47.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: Date: Inspector: 1 COMMENTS: Type of Inspection: / // c� r ss• rC T *J Special instructions: Date wan e( i - Jr r r.C. I r ! rr ti ) r''r - t =',, ,or I.)c- x1t Requester: \ J (R$/ ' ,-.)( fr l $ j1y / 1 } .0 l'" I , Ir .. F . ( . .y.. v- 5 1 v\` \CIi()( i 'v) C..{ 11S 1.C 11\ C t" 1• \ ( l r5s c (1_ i ', . � Ct ,- v't) : t y �' 1 Vv DCt k "Qr "� I, ..-c...1 t, 1' 1 )Yi Y' C C_�� ( ) 4 ‘so p S,S N ou s ._,(2. !.. ,Q. e i V1.1 '4,.. -C e 06.4 1 :UM f \ ) G11 C t \ 0 : 2 6k , (: t I i i f t7 4 1Ir 1 o 'P5 .. C•i ... .)r (l' t c C L icpK osi-)£'t•,, : -.r, 1 r, Vr;t t Cgr t .__ i)V`G \'V"t..- -.. `i-r) , - - ;;;A •.1 pf8ject: �-• / ! Type of Inspection: / // c� r ss• d: Date call d _ ' �'-) Special instructions: Date wan e( i - Jr r (a.m ) p.m. Requester: \ J (R$/ ' ,-.)( fr l $ r^ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION NO. Inspector: pproved per applicable codes. Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit (206)431 -3670 Date: 0 Z $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: ',,, 1 �{ �' 0 t �J p e_ o I lon: Ad J J 1 /) l j Date c y ,( Special instructions: ! } Date wanted: - 'i? / a.m,.... 4— p`.m. Requester. ; , ;4 '. , i Phone: A/1 ..� P mil' ect: ) ! p e_ o I lon: Ad J J 1 /) l j Date c y ,( Special instructions: ! } Date wanted: - 'i? / a.m,.... 4— p`.m. Requester. ; , ;4 '. , i Phone: /fr INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector: ( J L " "' --- _ r \, .-j $47:00`REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I pproved per applicable codes. EJ Corrections required prior to approval. Receipt No: Date: INSPECTION RECORD Retain a copy with permit • Date: 7 (206)431 -3670 U) 4 Z W -J U 0 U) U) LIJ Lu J F u. lu 0 ?F w O D H W w U. 1 :6 : w Z UN O 2 COMMENTS: (JJ, 'L I _ Type, of Inspection: �:I� e' �11 f 1 t 1 " /Jii i ' 4-� • • • r V/ r7 6- Ls / 2- I e..e - err. 29 "9 (,.- 9 , . 1 h f to :- f/ w / Date wanted: Cn I �—'— / 1 t . ".? -- / \ Phone: r;, / ' 51-.-7 - } Pry ect• j �. (JJ, 'L I Type, of Inspection: �:I� e' �11 f 1 t 1 " /Jii i ' 4-� • • • r V/ fi [ . [ / 1 Date called: f . - 7/ 1/ 0,2 Special instructions: is Date wanted: / / d2.. 1 m _ P.m. Requester: i / \ Phone: r;, / ' 51-.-7 - } y,a CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 i INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. Date: "'> [1 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: a l k► Type o Inspection: Address: 7 ) 00 .� r '-k . Date called � , L _ Special instructions: I t j) i ,� low '' (1:6 {, ='!''1 Date wanted: .....,, --., _ /'" a.m. " N.....r.....„.„, Requestert �. J r - �} - 1 6 i 4 f t l J J 4 'cs 1', 42 project: \, Type o Inspection: Address: 7 ) 00 .� r '-k . Date called � , L _ Special instructions: I t j) i ,� low '' (1:6 {, ='!''1 Date wanted: .....,, --., _ /'" a.m. " N.....r.....„.„, Requestert Pho e' r - �} INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Approved per applicable codes. ❑ Correction required prior to approval. n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: ,-,/ .1 k F t 6 ,, 0 E. 1 () 14 QvLs t• 1.1.. p IN l-, M, _ rZ q t y I., R N a,�"2) t I- AV A )•• G, 41 Go fS _ T .) 'S 1-1 )' 0 �►� _ 2 3nh r tooe f / k - L r*� -1 • Pit i'V " . C.> t I " .t V - am . . . . rY1, ;Nils t-a cnt S k.t.. F.; P e A16 - Pt a sv61\ P one: \ , ,`7 C. (k,(. P f L A U y17 U R (1 j6 - 5: H A I - r'A D L CTVP t t' P Oct: r v}{ (' /' J r t y i4.-•/ 1 L °�' Type of In ection: y� I I U �Y✓c. ■ Adr s • r f / V i ( 'f>' • (...�tf, Date called: , �.� " / 0 2 Spelial instructions: g �? ; L' lk i. �� t �k " f / Date wanted... _S // - am . . . . Requester: ' P one: \ , ,`7 C. (k,(. INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 17,$47.00 REINSPECT! N FEE REQUIREq. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PERMIT NO (206)431 -3670 Corrections required prior to approval. COMMENTS: .-- t 6 , 0 c r r ^ r .. C • .. (A)Ckit s 1 •P 4S t 10 V 1 )CJVI r )T t ! i`r r11 -1")% Pre c V t? i rr") 'i vv∎ '" i 1 4 r 1 0 +7` 5 � I D ( c Lled ite ( [/ 2 1„1 \ , �-_ 1 . ( - 4 r (-e c r () () v\ , 51- IC, yiv -- IBC( ctvon P . I. i3Or&t t " G 0 . 0 OVeC . Requester: v"G 1 1 antt P v - Pv't ar 1.0ok lI S T 1 ,k \ - c r0Ve( rpr- t or lto'ec(k ` .&dresk i .. Ype of Inspection} r )T t ! i`r r11 rr I yyyrr�''' Y1 1. 1 � I D ( c Lled ite ( [/ 2 Special instructions: , -" jc'oy -' Da wanted: - I. C _P.m. . Requester: Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 N - Approved per applicable codes. Ei Corrections required prior to approval. Date: t 40 2_ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 7 /A/ , E 2, d G,J ,t, /! r / 0 -) eQ, ' / --)e--- ,.Y ,. -49 -- z. . / t- , f..4,, ,/--.... k.' /it/2/ S — 21//e f , N G r 1,‘..1 4-1 -- Al kr'(fcr , ddress: l OD i�et/t/ "or /2. ...' '/1 PZ.C/ , 7( ;ij4'/7 / 4/' /,' f,f T A../ ''..3 ; S ; - r) , /2 4, •- f) )2/4/4.- ' 3) 0. r ' L 4 17 Al 0 f2T ''f 4d.JY11 / Requester.., , r/ r1 rtl A / Q 5 - 2. , ✓' ., , - i I v p . / Phone: � / c-� ?C.� / .. Gi i .. / (1. s -r / J -A d - f�f / ) !l A/1 Niece r? C f , w/, d `� 2<< ifs s Type of Inspect' n: n ..t t.63 /�I •1 ra L G ' , ddress: l OD i�et/t/ "or /2. Date called: 3-- I Special instructions: Date wanted: ..3 __ . a.m. p.m. Requester.., , r/ r1 rtl Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector — i , 1 , r < ,s�.l (206)431 -3670 Approved per applicable codes. E1 Corrections required prior to approval. Date: 3- j - c Z.- $ .00 REINSPECTIO FEE REQUIRED/Prior to inspection, fee must be paid 7 {6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 COMMENTS: i J .� ♦ Address: 7ZU( l +t (: . . "', r— 1r .r ^ .. Requ ster: , f -- ' J / Phone: / // J :� Ili PP" fa . -� I - L/,q/ ' r � - ..i . r. .I0 • . . . r6 Li ill V° . . , . , _ . . 1; .6 ..1.-1.41 t'' .?'1 F' Qject: J h . , Type o f I pelt : T Address: 7ZU( l +t (: t 1t Date called: ��� i'— ..7 --()2 Date wanted: _ 1 ' ( ,.a:rii) P.m. Special instructions: r - ..., 6/3,4 44,44‘. Requ ster: Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWIIA BUILDING DIVISION 6 PERMIT NO. 6300 Southcenter Blvd, #100, Tukwila, WA 98188 - ;.(206)431- 0 Approved per applicable codes. Corrections required prior to approval. V $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 7 S Projec� ow4- r Su Airy C Pv Type of Inspection: r j t•.) \ \Yof)(4✓ U c t Date called: � ' 0 1 A� �QC ss: \---v Special instructions: Date wanted: — S'G a.m. p.m Requester: Phone: INSPECTION NO. COMMENTS: Ln5t0r.' S)19 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. ❑ Corrections required prior to approval. 3, r`, fl(k)v L C INSPECTION RECORD Retain a copy with permit Date: 1" 1 nit 4 1 t fr ) c 3-s- $47.00 REINSPECTION EEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project C 0w 4UYi L,a.� Type of Inspection: I C :... 1 hera OA. I Address: 1)0 c.,� r , t G.�Arr Date called: _ _ �� Z Special instructions: Date wanted: -7 J' S - 0.1 a. p.m. Requester: \ Phone: INSPECTION NO. Inspector: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 proved per applicable codes. COMMENTS: : 2)r. loon r‘ct 04 ckf.c t u c, I :A) „„JI-r PERMIT NO. r) (206)431 -367 Corrections required prior to approval. Date: 3_ 5 - 0 Z $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 4, f p Ty of Inspection. ` VW (A ' i A Ac ress: (' Will rite- � A l ti c i / I"" L.. '(:)/ .rr79 q 7 Special instructions: 0 1.11J14 \ <:-17.-f.. ,--' 1 // s Requester: < "i Pho e — 1 -77-). - : 30 9 J i // g. 'd2- . , 1��'.... /--/ LI.- .c7;104.--- /.:?-7e- A., 5.7e ") / t l9(.t P ra (/ e r' .. . P40' f CI 1 i its ) fir / A.4...--, . f� „ Project: C' t ,sz,, .r >U I � Ty of Inspection. ` VW (A ' i A Ac ress: (' Will rite- � Date called 1 ,"1 /0) Special instructions: 0 1.11J14 \ Date wanted ��jj 4.(11,.., � -` p.m. Requester: < "i Pho e — 1 -77-). - : 30 9 P P INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 pproved per applicable codes. $ +0 FEE QUIRED. Prior to inspection, fee must be paid' at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • INSPECTION RECORD Retain a copy with permit (206)431 -3670 Corrections required prior to approval. COMMENTS:! / I iji f (.t / 7,', */) .- ,t, 'I -1;$ 4(..- 'Type of Ins on: - }' il b1.4.k •-• ..,,,/ 0 k ri,-,44-_,.,-2 ...: .„..„.......„, ,f4 , ...7,-, Address: _fi 0 0 'kill •;: ,,- it W, _ Date called: - 0 Z - Or— .. 71te wanted: z i .1 tyi, „. a• m . , ..„,,,#,,,,,.,..., ...,..,,,,,,„, 2 Requester: 1 \-Jae.,ii-Stli . •D /:)y /, 1'7 a 1 / "7 /-/ ' / • . 7 ;11 ' ' .■ < i 1 (.., / / 1 / 2 2 1 j 4 ~) ' .9 - 1--- : _ --, / ./ if r , ,--. i 5 '' c .c ,;. .i, z .....,;, I 1 7 .;', r / . ....;, te2k 1 '12 7/9" l- .... - . .-, 71 /..." .. ‘'."--' • .r.o f-.. /) i. !.4.4 / ::4- 1—.10 / .5 A ■ Projec . .,.., , .- ,t, 'I -1;$ 4(..- 'Type of Ins on: - }' il b1.4.k •-• Address: _fi 0 0 'kill •;: ,,- it W, _ Date called: - 0 Z - Or— .. 71te wanted: z i .1 tyi, „. a• m . , Special instructions: / 2 Requester: 1 \-Jae.,ii-Stli Phone: • , /0 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, TukvvilkWA 981813; .(206)431-3670 Approved per applicable code Inspector: Corrections required prior to approval. Date: -7 ri $47.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: CO ENTS: T e of Inspection: . PA i )1, 0 - , l ' I' .2 ' A 1" It .4f ` frt, P e -in .13 Special instructions: W � C r 14/41.1 4 41S17 ., 1 /3 1 y) / � O r T .s,, iig- li�,`!4 /41—, /..a� /s . (r2A-- i +) /6 ''''"-) Ex ' - , ,, :117 ..--, i V,a r le e v,. r ,. 0 4k c, 4 .. 67/z- r �4 v / i o 1, 1-i, (..e z,ti rr A P o' ect• s )(41 4, t T e of Inspection: Address: p ,...-- / Date called--,1 i Special instructions: W � - t \ Date wanted: /m. '! I 0 p.m. Requester• P h CIt*_ / -s"c7e3 INSPECTION NO. Inspector: i CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA ( 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Date: PERMIT NO. (206)431 -3670 Corrections required prior to approval. n $47.001%EINSPECTION F E REQUI ' ED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. `Receipt No: Date: Project:r1 .. I I OW40Y 1 ( X01 kI' 4 Type of In L_AJr^1 I i - I h4%) C4' �i�r� Address: Date called:` Special instructions: Date wanted: (I-) a.m. Requester: . t ki coy\ Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: r ct (206)431 -3670 Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: )r• 118k � . V Date called: Special instructions: Date wanted: ;6:-.W1'. 2.r . -0.2 Requester: { 4. I L ur I I ,Sc 2 ✓ -) is,.<-0‘.^).,‘,4(-v N �"' l e-A -Pv ) 1 A GL ii - r> 2 r i t vA ct A -v() I \ 'P S_s. t p c 1 w, -(^ 1 `r .. ). 'r� 1,i /i ' 54- LI Pc � �•A' T X01^ I :)r 1 C (7 1 r) it' f 160v Project r . • t 4' S Type of Inspection: )r• I A I i Address: Date called: Special instructions: Date wanted: ;6:-.W1'. 2.r . -0.2 Requester: { 4. Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit (206)431 -3670 Corrections required prior to approval. Inspector: Date: g 1 2 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: CO Type of Inspection: IAA ! 1 / , Address: -- I Date called: ,2 ., 0 r P ev.," J M1_r*.., t_A.1 L(. l . .,rt- A,,ti, k .. Cl_ • Requester - as( , P 062) 3 / -E>T P ject: f S t ( . ✓l . 1 tU L / 1 t/I f1, Type of Inspection: IAA ! 1 / , Address: -- I Date called: ,2 ., ` #( l l Specia instructions: r $/- '1�� �, .� �.r : f 772a Date wanted:_ �.m. -� 7/ a) P.m. Requester - as( , P 062) 3 / -E>T CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. ❑ Corrections required prior to approval. � ect r•• , 'fitf'vuA ! it/t/tttAZ,A- � $�47 `-`at 6300 Southcenter Blvd., Suite 100. Call t schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit (206)431 -3670 Date: Receipt No: Date: P • •c t: - T pe of Ins! ions 1: • less: 1 -- Date called: --Y.-e4C),)., Special instr L �! ions: • ""<- Date wanted is / Pr ..2.t:.� C)'::" P.M. ? Requester) INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 riz Approved per applicable codes. COMMENTS: Inspecto C./ • PERMIT NO. (206)431 -3670 C Corrections required prior to approval. Date: $4 . REINSPECTI %EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: • / �' L ' 4 .4.-..-.7 r.l-ti ' ` I, h .. 5 i.r l'.- 01m t 5 1 ,'f,� /...-/ sir / j/ .,f - l= ° /c', f -ef' Lilts A t lir „2,,,,,,,,x,,,, f - .. / iii 3) FbX,/- 5 Date called: A/e9P. -fit, P12 u 1 k--.7 P2 , ' �4 r eli."1.4, ,,, (I tr ', 2. 1 '5 ) 0--- , , .1, -r , / 1 , Date wanted: D ' ; ,.•`?5 - tJ sly Y -)--,, 2. / ,s 1 ,,s,(/`, / ` / / S , el `1 CI / Si t ' ' Phofie: , r. -�. , gif " a._-, •. . , . ' :, Projec :: d !' ' r7 ' �' L ' 4 .4.-..-.7 Type of Insspectionf A% 4 ;: Add ,�- Date called: Special instru ins: J .t (''sue ,,, (I tr ', 2. 1 '5 ) _! Date wanted: D ' ; ,.•`?5 - tJ , Requester: Phofie: , r. -�. , e INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Approved per applicable codes. It Corrections required prior to approval. • ' Date: 2 25......02 Inspector: `! L ---' V n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 5 COMMENTS: .-- Type of Inspection: • ' .. iJ J i. —4 . C 9 YIP .CO L IA:I, D lit f)tr‘ I. A - r.,‘,t( Date cal l - I ca Date wa�{ed, #j Special instructinr r 14771/... �1 � -� �v 5 ,kt-� -a _ ', �P4: o Phone: '€ r1 h y.— to Pr t.-V j w) (i , "r i ( -�_ .. . �� . ,,��LL litce t o n r,J,- 61/4 l P, Ul_ ) +.,1 :iill 1/4.0.4. t r /._ ■l i 4- .r ey m. pi c: J e.. Y � Lc -_ y , e t .e„ C O LA c ,_,;4 `-CA , , tT i c. r V\ U ,t. --n i 0 al/ � . � t -I . 3 mil- :'IL 0-1; k n>--- 0.)(t. r , rc ri 1. a. L,I.A >r 4 C ni.,_ 1VL ‘'P_( \ ,.. C `., .3 Y0,-,o4,5 - P . ct: I ,, A .a � ,A. 4. 9 L Type of Inspection: • ' .. iJ J i. —4 . tin ress• . t) f IA41 C ' (-LA. Date cal l - I ca Date wa�{ed, #j Special instructinr r 14771/... Requeste a Ck c,r) Phone: q L INSPECTION RECORD Tc -09 Retain a copy with permit -- INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: Date ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: g z F— W 6 U w N W W 0 Q N cr ZO W C O ON O }— W W 2 L I 0 W z U � 0 z COMMENTS: ----- l t.�v �D 1 h ti V1 cr.-1- S r..c Typepf- InsPe, t .. : s.. -"' C(_ :' ; . {?Y- 1 tom',` pc c_I-; o'- Special instructions: / � e ` (..cfrt �v � t � dl 0 / • ( j 4 4 r r o v + . , l 1 2 6 - c-i A . Z zS--- 4j ,- p.m. 1 e t - f4,. vs, 't5 V\ cl tp ta. Phone: I a.4 0 AA N^ 1 ur rs,^rti #t,J o \ / ., 1(.--1 osr-- C.0 vu n PrC c Typepf- InsPe, t .. : s.. -"' Date called: , Special instructions: / � e ` (..cfrt �v � t � dl 0 / • ( j late wanted:-21 �( .m. . p.m. Request er: //�� � k � tr'i - ��lfl Phone: %Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION ,1 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspector: I Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Proi • t: • ti -- Type o i :sspection: (� j fle.()ti Address: `7 200 t C GO Date called: Special instructions: 4W P obv 1 la. y 1.( - >er r') w ,tr --e, Z 14) Date w ted: 0 a. m. Requester: Phone: r INSPECTION RECORD Retain a ropy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 P COMMENTS: C) &V) 15 (wet/ J Inspector: t Date: I l/ pproved per applicable codes. Corrections required prior to approval. n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 4 COMMENTS: Type of Inspection: k. Ott r-A ' . ,..ti Address: -- nap t- (. t . 1 i 4+ .. i2e)fr• I.• ( (.(,4j 6.,W3 eV are(A. O K - - a.m. Reques ter. --- '(-4(..-t4:. (Gt...6 -4-0 1 D 61. Phone: t: I, . 4-,-, 1-- ,ii. ... c -/-- Projey . ( c3A-- Suk•rle nm Type of Inspection: k. Ott r-A ' . ,..ti Address: -- nap t- (. t . 1 Date called: Special instructions: --. V(. .4 -F,- (.(,4j 6.,W3 eV are(A. Date wa ted: T..t - - a.m. Reques ter. --- '(-4(..-t4:. .1104 \ Phone: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431-3670 C. Approved per applicable codes. 0 Corrections required prior to approval. Inspecto V\ \ ! Date: 107_ ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 COMMENTS: (1/) type o Inspection: i t t r 1 .-..t rrarar. "srf�v� ■b - la ,.,r I'.Je 4o v-o 0 c e c-V Ct � L 1 or W, fi4s tt»At,k rcce•fA 0 k 4<, GcA.er l,/%- E? Date wanted• , ,( Request k: J Phone: Pr. • • ' t: J — (1/) type o Inspection: i t t r 1 .-..t rrarar. A.. ress• �^ Date called: 1 (-411T- P.m. Special instrpctions: La _. � ti 1.44 ,c_ ( t Date wanted• , ,( Request k: J Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector: INSPECTION RECORD Retain a copy with permit I Date: z PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Lt IDS $47.00 REINSPECTION EH REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: �',�. .O Go‘# 4 t1 - COrr� OV t�t r t�sl Ad, • s: �- Date called: Special instructions: f - (! t 1Aim (.TtnV\ `/\ 5. afimit CorvCG"1'1QVt f Sequester J ai n Sor Phone: Pro y�t� f j I \ : 4- W C L- � Ty•e.of Inspection: r e" Ad, • s: �- Date called: Special instructions: f - (! Date d wante 4 ( r) 1 ci l a.m. p.m. f Sequester J ai n Sor Phone: r 89' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector: INSPECTION RECORD Retain a copy with permit Date: 21 (206)431 -3670 Approved per applicable codes. fJ Corrections required prior to approval. 07, . $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: eof nspection: Li - " F1° k ors -,,rl Date called: /. — 41. 2 - ecial instru do s: f -�Cl e-, �/ ' !cf - -# ..-- ' - j/Gf.1' .- ;/.fe 2 r..I'11:r/`'G.., �i �': l r r� r''t � 3 -- 1 / • r ( l • L1,4 4.42 P t no C Requester: �' Phone: ( "'(1G ) = ..:r f titi('ZkWt199 . 1 I CS 0 CM " p 2 C 1 ( ,s4 0( S i,ti11�4t r 1 -1 F i Pro ectt' / ' ' ,.g. eof nspection: Add mss: I 7; C.-X• ( a Date called: /. — 41. 2 - ecial instru do s: f -�Cl e-, �/ ' !cf - -# ..-- ' - j/Gf.1' .- ;/.fe 2 r..I'11:r/`'G.., �i �': l r r� r''t � 3 -- 1 / Date w nted: ...r'a.m.... `o. -do p.m. Requester: �' Phone: ( "'(1G ) = ..:r f 88 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 J Approved per applicable codes. aCorrections required prior to approval. PERMIT NO. s kiel (206)431 -3670 Inspectors Q Date: Q 7 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Z Z ~ W r 00 N O t!) W J tO w 0 � LU zo w w 0 F- WW U. F O w z UT O z I COMMENTS: �� Type of Inspection: ° rc%A WI ■ '� r 3 Date called: C , L i '°\ L i , - 1—f' ' U U S4? Per) t r-• r no r S ■ 1 .. o o Lobs, �i -� c ,� 1 -, . 4 Date wanted: a.m. C V N rf?r1Ctar r 0 4 Phone: (.1) . ZSB Project: ) CO \ \ O r v i �� Type of Inspection: ° rc%A WI ■ '� r 3 Date called: C , Address: , Special instructions: i Date wanted: a.m. Requester: \ 1<- 0 4 Phone: B i INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 'Approved per applicable codes. Corrections required prior to approval. !Inspector: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 6; L S • Type of Inspection: uickh 1r (1 V(, f tS+ F ()or ce C ov\e 1 ( \1f Y - g L_ 34 9 C v i p -4-t, 14 O z QkJ r a.m. P.m. 154 .r 4 1 . r v" �^ - art- ,c -}-f) I n f t r‘r1 F & 4 I Phone: Project: n OW‘ k o c ;-}( Type of Inspection: uickh 1r (1 V(, f Address: 7)0c) 7 vv\ C -A . L i Date called: Special instructions: Date wanted: a.m. P.m. Requester: Phone: BID INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: ill $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: \r 1 Project: k 0 `QU7/''�- Sc..) , 5 7yp f Inspection: , 1 11(.4A 1r j 1 t f l ) ct I I 3 n t Address: • 0 • Date called: f Q Special instructions: Date wanted: tt G I ! �a p.m. Requester: Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. COMMENTS: Corrections required prior to approval. E -fkh 1OY : L -- 5 ) \PC%r UJ 4 L)4.5\- ( :v\(1 Cr\ kpc,q5 1A/A rk-a P r f A vA r. 14 4 [sPector: \ c i () D a t e . 1 9 - 0 2 . (kp DV- 4O `-■) Q $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection:, Ll....4,. \. -I- PS r:( I I ° 1 Address: 1 ) , ,--- Date called: f ,..-.2s 15 - 02 Special instructions: Date wanted: 2- — I Cit4157m. Requester: . . 4( LcOvN V"\....c. U , ...t t (,i )•"\ : ( z ) 0, c ;R 21 , l S CI `A A e., !!. • t I-, V\ . ki tCA 0 wo ue . i v\ 1-1- t oyN c „ 4f (); ‘ti-‘v\61 (06 ,D e 1 or "-\--3 vi as,1 \ v\ c.-„Li ati 0 iN ‘ kA t il , R 4 a i Project: c c0,:i. Type of Inspection:, Ll....4,. \. -I- PS r:( I I ° 1 Address: 1 ) , ,--- Date called: f ,..-.2s 15 - 02 Special instructions: Date wanted: 2- — I Cit4157m. Requester: . . 4( LcOvN Phone: 8 I INSPECTION NO. jJ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 Corrections required prior to approval. [Inspector: b Date: 3._ , LI $47.00 REINSPECTION FIE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMM TS: r' 6 ,4 T 1 4 p 0 C ►-tA. ,..; 1 ) A i i s p t`1 c.. i - c:, 6 t1 t f.. ` , A J (.' 0 r e e . 1 . i v`vt- '?,n -, e I r a j ) - - - o teA .6ci I 1 LLf 0f<: --\ t7 ut'ovd . SI C i `' L/ ' t " op a 4 'i I t0to ° i(t21 S . ( 0t e c* 4, ...nJS ,rte r -e' � b � 0 1 1 re , , 27- • 3 L i *-t h CI(9 � .,_t f;,fz n J l +C.. - Fe - W - 1 1. At r- t' f" LC+( & -" 1 , .•q i oa . ; : d al c 'k_l k cic..., A.,1 _ <_L.4_1, r.., l` r) .. f ".. f () Q A....,../.. ,, C .r t3 LC".A,,- '! 1( 0. (, ti kc&.,, c c_:L ( L 1 t IN 4-( C r ■ INSPECTION RECORD Retain a copy with permit INSPECTION NO. ;V Z -j ' /- 1;4 ; y CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Spacial instructions: �( ° ( n - f - t_ a.,1 ( A nth , , pproved per applicable codes. Iris ctor: Nrk Date wanted: PERMIT NO. (206)431 -367 Pect: c Typp of Inspection: Address: Date called: 2 c.>1 2-- p Request r: f L. F ite Corrections required prior to approval. Date: // $47.00 REINSPECTIQN FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Ca I to schedule reinspection. Receipt No: Date: 1!, ✓ !/ f-r C./t (,h ,- gr ? r- -*tea . /7,- /) 7 I n d , r 1i or . + , e t ` . 0 , et,-/7 at" ( . ‚ P i it ra,, A i; 7 ,S. 6.1 i ; I., >C.. c, r ..I T 17? / f*� (.97.-- 'l L7 "yC / Idr z, / ✓7 G ,*t ✓!/ / t. //,,,,,,,../..„ /r C {1 Project: Type of Inspection: AA** * , / L. Address: 1 / Da e cal ed: 7 S o F 1 /I�.(I[i Special instructions: Date wanted: a.m. --1.S ( Requester: Phone: c6 1.�- -- INSPECTION NO. U, / .G.�- INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. RI Corrections required prior to approval. Date: 2 s✓' Inspector:[. ) C $47.00 REINSPECTIONtrEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431 -3670 A6 COMMENTS: ". .. clr /`1 of 2. , At •. 1:: f I N S. Irr✓ l 1-, '/V.1.1 ^* . f" / 'y WA i 'C'.. p'( j�'+ . , ttoe/ sr'.. r, %p Ir r.el � e , i r / ‘-.1c / 4 - > `4 c, c—,L, a N /? -, C, i ; /4--) / 'a � y1. 4,4-e--, 01 t' S ..:,,, ,,, !? 4 ,:, 4 i1:-7 ,, _,c_, C, 'sc, Project: Type of Inspection: AA** * , / L. Address: 1 / Da e cal ed: 7 S o F 1 /I�.(I[i Special instructions: Date wanted: a.m. --1.S ( Requester: Phone: c6 1.�- -- INSPECTION NO. U, / .G.�- INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. RI Corrections required prior to approval. Date: 2 s✓' Inspector:[. ) C $47.00 REINSPECTIONtrEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431 -3670 A6 c6 1.�- -- INSPECTION NO. U, / .G.�- INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. RI Corrections required prior to approval. Date: 2 s✓' Inspector:[. ) C $47.00 REINSPECTIONtrEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431 -3670 A6 COMMENTS: -� jj ~- ) ,)1,---e-/,‘,., . l7h 7JfJ -f/_ ,,... 5 4.1 I «. / 1 1 , / <-' - V A 7 dress: .- 4 . (4 Date call: t ,_ �. I .4 1 •' i Abveguiwirwodi 41 Special instructions: ,r►f S, w;:iii ::.=- /I1 O 1 2, C7rL (s .. s P ate want9d: / / S u e. a 2. 1 )Z,,, , 5/!---.--- 'p t3 ., a l.e,, , d7 / / j"i r r 2 ,'ri';'7 -e-t .7 r / i7 S v �•."Y`t r.4 /r, // r 5 ,.. /' 1-,%/ ,, 4 .P_ `' C? �t trr 17 7 r 6 r 9,ln N . .+'tl .7u..J i't9'r --� I f (- ,., J i >74 1 a4 4, / „.,/ ✓Y /e---.9 / 4. N ) a 44, Pr i ject: ' Type of Inspect • t ier A 7 dress: .- 4 . (4 Date call: t ,_ �. Special instructions: ,r►f S, w;:iii ::.=- P ate want9d: / / S P. a.m,.., tam. - .Requester: f . ?n 1 - i' 1 `' C? INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION PERMIT NO. 6300 Southcenter Blvd, #100, Tukwila, V1!3 98188 (206)431 -3670 Q Approved per applicable codes. Corrections required prior to approval. n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: ) ii t4f L < (0 „ ...k4%!_t_LL e f l oject: & 1 " 4 - 1 , i . t " ; \ 0 , z A . e\/%2 C 0 LL t C ( ) ( rt "%.-- Date callecl: (.Q 1 0 2 L - 2. L4 Special instructions: a :C4. vliN. i 1 c:.. ..„ 0, t , C.) (.1._. - .‘° , :„ I d 1 T , i t"Ci I a.m. p.m. T ........_... - ..Anrim - 3) .-a_ L'Yk i) ) z.... ,... - - - (.,-, - b cd-- 1 A-A-6)(3 - v-.. , AO- kc...1•E A....v kz ( L,k t .c Li c ci---0 d'■ ) Qc ./ c) IQ- -+ --e-•\,:. c 4.0, G c.a: INT...., o .0 .... - 1AA.Q. ) Type of Inspection: -7 ? 4€1--A / Pil I klete-y. e f l oject: Address. 1 2, (..) t '')-:ii-,-... ( ('-,I Date callecl: (.Q 1 0 2 Special instructions: a :C4. vliN. i 1 .‘° , :„ I d Date wanted: 2 / 1 .-i 1 pl._ a.m. p.m. Request Phone: A ) • '", g 09 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431-3670 EI Approved per applicable codes. Corrections required prior to approval. inlaector: '.)44 I Date: I 7 :21 , &I ) $47.00 REINSPECTIO FEE REQUIRED. at 6300 Southcenter Blvd., Suite 100. Cal Receipt No: rior to inspection, fee must be paid to schedule reins ection. I Date: COMMENTS: (`}� t'f Typp o ff Inspection: i—f 1..4_ e t j ,. ` .�a / � f ..E -0 L- -toe-. Q f . i 0Q _e - ''l ( Q " 1 . s Date called: F A .rte -. `C' -t \ k ." ry : N.) l.t C.. L. --t'> fil" I b ON,- a i<.... - 0 @ V 2. 7 ect: (`}� t'f Typp o ff Inspection: i—f 1..4_ e t j ,. ` Acifts: Date called: Special instructions: liN ` " \ ) ;CI D e wanted: a.m. � / �n q pit -- Re nester• ` ; - Y A (,t ``"C4" t`AC; I Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Receipt No: _O WI -09 l PERMIT NO. (206)431 -3670 115 ..6pproved per applicable codes. 0 Corrections required prior to approval. Inspector: Date: t 3—Q'Z— IN ... I NI %I $47.00 REINSPECTION E REQUIRED. Pri9r to inspection, fee must be paid f i at 6300 Southcenter Blvd., uite 100. Call to schedule reinspection. Date: COMMENTS: '�G{ of Inspection ?' / t y '".{ '! l, /tom -/�% 00 _ .. Date called ` GL 1.A 4-0 I I I rt hr- ^ I- I 3 LX SS 1 \o /1b 1 \e \ r VP S t ,1 Y )O' i - \ f c , G L 73 40 (c) nvxct G L 10.,S 4 �) I T cl - I : #-> ,. a L 2.() -40 2 Li nor( F 4_, I ).t-a5 1.)11/1 () (PO S ' t 0. YOO is G L I S 4 JO t '%1 t -, r.t I +0 . F o �l 2 44A ,. / '�G{ of Inspection ?' / t y '".{ '! l, /tom -/�% Address: , , Date called ` pecial instructions: / Date wanted: I a.m. Requester :; // C . lc. e . „L. d _.) Phonev .a /- 3117 - 78 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. Inspector: ),d9 Date:_ ` cQ El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 reject: r r O/' ,'(,? ,; Type of Inspection: - J t; jttF,rir /f1ii,' , Address: ' 6., / ! ,7,, Gate called: Special instructions: ct- ( t fh , 1 - () C -, �. ( D ate wanted: ;3 -- 6 .-- (� (a .m. p ,m. Requ . s te r: g` (J KC` Mope: 1'1 - 3 (7) — i r_ v v COMMENTS: ' 6., / ! ,7,, 0 _ •1 `4( e-,P- 4L ' .,.&,/ i r_ v v -Ii . .�. A _ ♦ tt s / , . T> w 8.11 4 e „4t ( 74 ,`.2, Q 5 , ' ,, ' "' - 1 / ''s /(JLQ /�l ,---4 ,i-- /"I CL 1 -- , r.J 2, t0641T4. 5 s1-7f /1.+,% , if - .... r . / s — 0..4 +'fit t.., f1.- •+ '0t, A /7-7/A EI/21 INSPECTION RECORD R etain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 U Approved per applicable codes. Corrections required prior to approval. n $47.00 REINSPECTIO F,EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: (I) R /0— .5' • /v d 4 r r/ 0 /1.1 ,✓/ /J . e. p vj p i . ei,sI e l , - " / b t 3 / 'T O .47 O'rt1S cad - (3 0LT t l I r ,,.,; 5 / / 4it/C d 7 . 7' P 10' y -- b / m ,,./ ,a/ S PI.. 7' , N 04 u ,t,tc,; 44( /per ,./,r(" 7. Iks LI (9/2 / 4 — 3 - o /c m , ti 5 r c.--7-. . ii P;. t i,u0 1,0 "DA' 7 / A. ; / er►. ,'S. t✓) (11 hu 4161.4./ S ,bt 4. :I F,., (e. ,-) r_/ S - / A/) ✓7' A S 1 - /r /`P a o/17/ 3 LGT / c - 't) '3) ( A ) /: f) /e/t -v.4✓ s / fs✓' e 4-4' 4. 2, -7 - a icc /�,) P, D/ /Qdd Siket�f/ 9 �-�,i. r+! s- pp stYf/ 2) vAJ7 /2-ti Poal' A Pr1 /JA fg'7- -- fl 0 PPcftlf r Pr ect: /jam ., S7. r,1//4 S Type of Inspection: .3-7/2/07,1/of / Address: c)/n/Aer✓rf 2 4Jrlt7 Date called: 14, Date wanted: cs / 7 a.m. p.m. Special instructions: Requester: do 6 Phone: ( INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 AciSrl3vct�1 per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. nt ctor: Date: / / /: �.i.:,�, /'� c,.�.:.� -. ► c / T /0 2 _ $47.00 REINSPECTIN FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: / COMMENTS: � /,, "1 ✓N,f l- s lo Type of I a ciL f 4 ` h ,.' a J ,. h°t - Special instructions: / 1/*---, 7' t' �c'A Glir. - q k...., 2,6. 6 / - Date wanted: � Reque : P h oo�). e. d --s« -2 !) )--e , / 6 r. )4 C-tz I 0 . 6 2 2 e'lli ;./ 3 /), (/ ii, e.- e{_ . ..e.4, e - 16 -tif r. 7 / 7 c■ %7//-1( t ? 71—" / h e 5; ''l 4 - 7 0 4rail (e . / Proje 9 / Type of I ction: Address: ,- GGsr :% 4 Date called: c - 4,2 - _ _ Special instructions: / 1/*---, 7' t' �c'A Glir. - q k...., 2,6. 6 / - Date wanted: � Reque : P h oo�). e. d --s« 77 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector: pproved per applicable codes. Corrections required prior to approval. Date. $47.00 REINSPECTION tf-E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 4-7 COMMENTS: Type of Inspection: ,:',.. rliC t l■ d Di 1 I r Vii i711 t,.. (L S Date called: 2-(0 0 k I-e , -, < r� Special instructions: Z c) \I;\ orAly 5 %Jf',rA -C.. MO (.) a.m. . tl. .ti a Y I F r Phone: a• IL r L a +♦ 0 i c. - "y A \ ViA --' - S4 e/ C 0 y 14 ' -P S{" n ) or.. k c40 , `1ccn q ,>lv � 1h - )..0iN -- b - G ' , tow,t o4 a L 1 /I co-01 '..- \, ?4- + r. -0 -01,p r Project: 7,�p (3 1 � 0 � 1 TES Type of Inspection: ,:',.. rliC t l■ d Di 1 I r Vii i711 t,.. Address: '1).60 4-u.,, r Py\ -- Date called: 2-(0 - 0 r� Special instructions: Date wanted: a.m. Requester: •-� Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. 1 INSPECTION RECORD Retain a ropy with permit (206)431 -3670 Corrections required prior to approval. Inspector: Date: to-6 2 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: ,f Insp ys o . T/ Lt C: � lion: if 6 1 '� t_ y = t ,, r Ad ess: c o / (jerk( or Da call y— . O A Special instructions: 1 ?1) f ,414./41:_ �.� ( , i e -- (7 o t T f / --- o Ir..._ 0 R ! ) `` /'' A/ ol4.1 •— 0 X &Ri --- 1 - : , - - dope T.' - 0 k - ,YJ „v-ii S ,- f - ) f %,v ;7' P f T: 13''1 P oi ,r OrYt ect: r t) Gf ( 5 ,f Insp ys o . T/ Lt C: � lion: if 6 1 '� t_ y = t ,, r Ad ess: c o / (jerk( or Da call y— . O A Special instructions: Dale wanted: �.� Req 0 Phone: INSPECTION RECORD DO- C Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. n Corrections required prior to approval. (� Inspectgr: Date: - k1A.4.4...A..../ cQ / PERMIT NO (206)431 -3670 $47.00 REINSPECTION FEE REQUIRED. prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: SU i 'I'S G .2. c 4..0 k A� Address: .f — 0 0 0 FVv1 Cev1 r''Y' G L 12, F .+-n r O Loss f L 2-1 C +6 4 . r,, ft., <<,. r L- 26 C +6 T 1n ►.c Co 1— 1 9 C. `t 1_ ^mil , �� b; n 1 - p' lea G ie C +o ( - ov“P'1-rA4. ; u+n5 ()IC. C , 0( t /vet S i. ► nr 1 A r / • ` t^ 1 7)c - - , , S t ,0 S o -'t' cG r I t' /0 r- ( C'. ,A d ``c" (v '..D IB P,4- ^ i ).-, 1 I /Joy-4\ 4 S u +k <(, rl r h r t vv-- A c boil. c. k i 4- • ► A. .9 1 C7 T cA c -k .e -k ci...: op e-- ProjectCvcj4 (� 1 SU i 'I'S Type of Inspection: E S'i'r tac.= i rG — Date called: 1 ^1 _, L 1 - 0 2, Address: .f — 0 0 0 FVv1 Cev1 r''Y' c Special instructions: Date wanted: a.m. 2 - - "'5 `C). , p.m. Requester: ` ... , .1e rUo,s Phone: INSPECTION NO. Ikc 1 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 DI Approved per applicable codes. tg Corrections required prior to approval. INSPECTION RECORD i — C)9 Retain a copy with permit Date: 5 _ .. $47.00 REINSPECTION FIE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431 -3670 f I +� COMMENTS:. - .--... . Il l) CO ■••••■■■•■■■••011. e '1>W Oa itC,4 I Or'etr p i t .. 1 491 .41 4 1) - ior 1 pedal instructions: . , r... Date wanted: j 2/ ci 0 P.m. 1 14 en s Y . _ . _ ..„..... ir0 42 C 0 PY or) C-44 e t -41 +1Y4 v■ F ' 2- 9- o -? .s_..., . .• L... PTO) :C : F ' ? ' \ 3 ( A 4 Typ of Inspection: - r(ctivii/Fi .- Date called:_ • .r4.7 pedal instructions: . , r... Date wanted: j 2/ ci 0 P.m. Requester. , ..—k)e _ ePhone: \ ., 360 ) 77 - f.,-5() q-e. . INSPECTION RECORD Retain a copy with permit irre CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 - 7 I-1 INSPECTION NO. Approved per applicable codes.; Receipt No: PERMIT NO. 48 (206)431-3670 Corrections required prior to approval. .Date: s — 0 2 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: • COMMENTS: ,Type of I pecfrO : . t.4 rat 1 f i — 7 / 9 t— Date wanted: . r ,A- Requester: - - � ��- , AC 6671 Phone: ' r 11 ..► — it n A- "? / 9 I - 7 . . 4-6- )- &17; ; ./ k r ./ <.---- ra lit ( . ( , - - - - ✓ „ ' / i . .7)1 (►.;,` / / C (,,r) ; r , / 4 f P I c . `! • ,Type of I pecfrO : . t.4 rat 1 A•dre, : # f a/AM ('_: .. IA/ y i *ate called: i 0.2- 7 S pecial instructions: / ( c'f yk � /3-,54(f f ,,, Date wanted: . (r a.m. ; p.m. f \ Requester: - - � ��- , AC 6671 Phone: ' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Inspect?r/ 7 •1 (-3- INSPECTION RECORD Retain a ropy with permit Corrections required prior to approval. Date: 22J) $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paw at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: �-�-•• I r ' j I i��..4. I �1-� .r' j..), "., ! / r / if ��'- LV! // Date called: / -.• , -, Special instructions: ! �• / r /golf? ,Z, l> .. .�,. '` a +." Phone: i f F r't -' , Date wanted: /' ?cr- e1 - ( a.m. P p. m. Requester ...-1-16"-, °'rr' = - - ..� . L. -c,� . / ,1 i 7e -L..�C .. r '' 1 . r i'i' a ,.- r ,t �! 4..f/�4 t�L /! A---?.......--- 6 ; c '1 , / /r /�. r it•ii,‘ .tee 4 ,-, 1, I -.r' c-t ., ,,,/ /..:= /: =' r _ (4-7 ; c I. (l rJ fir- / _ , j /.O./- 1 Projeftj r- `--. . L , /t/�Te;:e7 Uree tt Type _ �"/+''': %`l ?:« -' / j l t��,t�7,t Address: 2,2oef , "4-:_„ c'i # Ji. Date called: / -.• , -, Special instructions: ! �• / r /golf? ,Z, l> .. .�,. '` a +." Phone: i f F r't -' , Date wanted: /' ?cr- e1 - ( a.m. P p. m. Requester ...-1-16"-, °'rr' = - - INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. 0 $47.00 REINSPECTIOI JFEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: / r / .. Type of I9spection: j Ai . / "2 X &Z- CI 'V77&( 77(.41 A ,,A i? fr de s• ell /" / Date called: .... 4 •°'", 1 At A C /) f, Pate wanted: _ . . p .m. 2 ) I ',,""----- "1 AA- 4s-7i cE '' •,/ et/4 ./ / .,)," 1 4 4 - i-v 4 ,Phope: , ..,. 7\ ,7.6.2 , / i — ; ,... w - / ,.... e i,/,- - . e; ."-) i ..---,--?/ z - , , ,) • .4),a,.....4,/ 1 to 0' ( % 3 ) (1.-i- re .1-,5-- ,--7 ok-fr-- 1 - el.') - /--) / 1:44( 1 / ' - 7f 7 , - e ■5 / 7 r 1/2 I -,/ /..fiel 4( s ,---/ , / 444 .. Pro' : .4+.. Type of I9spection: j Ai . / "2 X &Z- CI . •riress: 4.1.. 6 ...h. Date called: .... 4 Specia instructions: I __ Z f, Pate wanted: _ . . p .m. Requester: A, c ,Phope: , ..,. 7\ ,7.6.2 , / i — ; INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ElSk pproved per applicable codes. 119 Corrections required prior to approval. In pector: ) INSPECTION RECORD Retain a copy with permit Date: b Oq PERMIT NO. 41it (206)431-3670 it 0, .00 REINSPECTIOI$ F.EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: , S.) r i - 4 a,L_ t. te.:.1 E7 / ---- - t:1'. (J+ti Special instructions: Date wanted: a. r t c p .m. Reque ter: - --.`' Phone: C :& /•t3 c, ( � li 1 1 ✓J ine L 12 5,e I : 7) / P P)ect: ( oAlfOL-t at,iff'.5 Type lnspet 3 � � . 7x00 —ttst COL (,.ctt Date called / )r/ Special instructions: Date wanted: a. r t c p .m. Reque ter: - --.`' Phone: C :& /•t3 c, INSPECTION RECORD Retain a ropy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431670 it tl Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: /t n $47.00 REINSPECTI5 FEE RE • UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: / ( j !,:e" .yb / --, / Type of Inspection: _if. /./ / r- sh Date called: 1 - :) 'I . () • Z r i Date wanted: I - v} S 0,2- r .. • Phone: x 0 1 ,7 - ' ( 1i - 53rd � .1 At.,/,4_.c - 7 .„/ / rr / 3) .44, 7e: - Aie,, / 5—) e' \ , ./6 / '0"' 4 ; ,- -7A _. ,.. _ L 'A i r C4SV --( ,,Z,'-''1, 1 .,' I ') z- h_. ; ,4 0 - yq 4 Project: , s Type of Inspection: Address: 0 V t t, LA C.ki;.ct Date called: 1 - :) 'I . () • Z Special instructions: i Date wanted: I - v} S 0,2- a.m.) p.m. Requester: I('((/ )( Phone: x 0 1 ,7 - ' ( 1i - 53rd INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 i(.0 51 Approved per applicable codes. ❑ Corrections required prior to approval. $47.00 REINSPECTION FIE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: Type o In pection: Add Date called: Special instructions: J t 1 //)... � ( `7/ - ` 00 �' r C4,72 , 4tlUs. I , fiA. / . /4, C O1J-46'... ��C. CON.. 4 AZ *I }•''t4 FF ate wa ed• 3 e„,a. p.m. Requester: Phone: C�J INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector !___l Approved per applicable codes. COMMENTS / A/ 1L 7,,,, G 4 L /e e -4-f(") t PERMIT NO. (206)431 -3670 Corrections required prior to approval. 1-7 c.5 n $47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: i COMMENTS: Type o nspection: - c et17-1 el ..__■/ A ? ` f Special instructions: • I,. j s C/A »— t(3W i• %r, �' 1 P ate wanted: tfit . / (3.fti p.m. Requester:] y Phone: o) ?q/ 5,2 cp YV C � L. :3 ,,x,14 f (.47.,, Ze f ,./ / P��gqect: • (- (/ti "I,i2 'I 2 _, . '>�c9 Type o nspection: - c et17-1 el ..__■/ A ? Addr ss: i • . t1 Date ailed: &' / Special instructions: • I,. j s C/A »— t(3W i• %r, �' 1 P ate wanted: tfit . / (3.fti p.m. Requester:] y Phone: o) ?q/ 5,2 cp I INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applicable codes. Corrections required prior to approval. Inspector: /t �,t'r.1.1r I Date: PERMIT NO. (206)431 -3670 $47.00 REINSPECTIO 'FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of spection, . • • ress: r I Date called: O I a 'C • s. DZ. . ' +dtla 1-.14\ - O.+. c C G ■i, o Ins crt I I. -Sr}( - N. 0, ti, r. r, c 7 I f i P S i 1 ( - ) ;' , ,a t~ t.4 4-1 i 0 INV Type of spection, . • • ress: r I Date called: or Special instructions: t La,&-e- t Date want . • I s. DZ. . ' +dtla Request : *■.. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 ■pproved per applicable codes. Inspector: Receipt No: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. Date: 1-,L2- 0 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: • Project: / ( -01471/41 C / 5/1. Type o f Inspection: tff -qt 11 Address: 1 Date called: Spe ial instructions: l 1 / T (t' t-- / Date wanted: / a. . Requester: Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981: (206)431 -3670 �t f� 1 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: I Date: PERMIT NO. COMMENTS: - _ . '� . T pe of Iryspection: r . , t ., r. fe A t • ess: • • — Lt. A P ate cal ed: , ! 1 Special instructions: Date wanted: 1 f " � , � , 4 c f ib plit 47/ Y' -Y cr I ) ......t: ..l. , .. /, ,5iz? .,' 41r i - s " . ,;ter �.rz LAG r �- -, eief - ��- P o ct: 40 ''tor . - _ . '� . T pe of Iryspection: r . , t ., r. fe A t • ess: • • — Lt. A P ate cal ed: , ! 1 Special instructions: Date wanted: 1 a.m. (P Reque �G %( )�' hone: ::) ‘,T1 • J INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. Inspector � Date: / i j , $47.00 REINSPECTION FEE REQUIRED /Prior to inspection, fee must be paid at 6300 Southcenter Blvd.,,Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: G / f _ i 4A.,)k: f> 4 ,i)L, )—e..., 5 /erili , Date called: Special instructions: ( i 2 \ Date wanyd: l .mod . ra j' / . l Phone: a 5 iz-1_. _ • /2 /Up z 4, 5 _,,. !' /� f �� , mil' ! d _ r �/ `7 C./ C. 2 .' `" �- �'r f .'.y.✓f !! 1 j Projec • . , . - -Type of Inspection: Address: Date called: Special instructions: ( i 2 \ Date wanyd: / � c7? Requester: J Phone: a c l� INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. Date: ,(., , n $4 .00'REINSPECTION FEE p QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 1a f' . 0 " /' - / 55 /N 4, #7 /1/ a /- /04' A L-- 7 a ' /1ST A) / y We9,/,1.,.. :: ,/t../ 7)64 1 2 V - - /. 4=4 /2 c. // 1 / / 7) A/(///OR !'" 2 L 7- .iUi jr.)- () Ai i , r,1 / ? - 7-)7F' t` /' P , r i///) 4 'c, . ,_-, `,I. 1; /'- -,_;;/ ,e S","/ s ) / i d (2 / ( /e* ■ -- ..,f•1 -' / � , (2 () 77 - 1c' /t-Y f Ay e - t ✓ " , - , 1' / . /c e ' " ,,' ! : ).,), , ? T ' " f . / .) 6 ) // �� f , / •J// 4/.('1-/-:•., 0 7 S # d/ .x+ 4/-. e ,- ,o) 2 S 5 . ro r`Iy' ec,? ; / A /-:-.-- /1, /�y / / e7 A C/ P ied: - - r l iir s--7 l - d / Z i .� z / / -rr' s, Tyke o I p cti n: r j .. 1 s r �t 4 / r01/31 A Ad ess: 7 La G h'i'd v c A/7 'e t.. 4 Date called: / -- / ,, - 0 Date wanted: / `2 _ c- _. a.m. p.m. r/ Special instructions: ! Requester: 4 � r`. Phone: X 05 C 6' INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 El Approved per applicable codes. Corrections required prior to approval. Inspector: PERMIT NO. y_Ohi (206)431 -3670 Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 1 j 6 �� i = fl Al i 1.4 1 Address: 720.0 r2/A) ( 7/.i s f J 5 ,o' / ,-r 11,-,-/ ? / /... L. . ,2 r Special instructions: - // r ..- ,�1, e"" 7 / e ,- C ' " „,(; /! ) —.; /- i a.m. p.m. Requester: /;' V6 Phone: ' :' _ 3 : . , - ._ l 4 (1 / 2 // r2 (' ei f' t,. _s s (.. L '-/ (10)-,-)^, ,- r /t1 7,v 1 1/4 , An y 3 , /,7 / / // 7 / „, ,---, , .r 4 ! C ` � "4/ - {? rf3 G'' Pr ct: , �" s ys-a, y >_ 7� r �+'' -�'-> T of peon: , ,, e 1� Insrl t cti r �� 1 i = fl Al i 1.4 1 Address: 720.0 r2/A) ( 7/.i Date called: /- / - 02.. Special instructions: Date wanted: d: 7 � a.m. p.m. Requester: /;' V6 Phone: ' :' _ 3 : . , - ._ l 4 (1 \I INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. Date: Inspector: / 1 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: of Inspetti7�t Sc // C ) ( 7 1.- )C ( 1 f ( f 1 f k ! l..E. Address: 100 NE L, .. Date called: I i f Z S • ecial instructions: "1 Requester: t 1-- )0 (4, -"..... r '1 s( jitIC-C. 1 il a ‘- I 4 r ,� (i.ov ject: j Type ) L / t i �4„ of Inspetti7�t Sc // C ) ( 7 1.- )C ( 1 f ( f 1 f k ! l..E. Address: 100 NE L, .. Date called: I i f Z S • ecial instructions: Date wanted: , a.m. I ! 1to2"' end Requester: t 1-- )0 P -' 3 - to j Tri s • t� INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWIIA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188! (206)431 -3670 Approved per applicable codes. EJ Corrections required prior to approval. Inspector: it 2 Date: H 7' 2 — I / $47.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins.ection. Receipt No: Date: PERMIT NO. COMMENTS: ..., ' . TyRe of Ipspection: iti /1 A / ir :/` triit: Address: "." 79 uo , / (re 1 ..t y., ( '. ''', ' NI_ . -.1t <- " : "" -. 1> t 7■:_", „ —t-- ( -- . ._, ...... .4._ ,, - - Date anted: — /c — ; - t' ) c.....5_:. ■ A Phone: ,. , V ir, --I ..e t :.-- ' \ Ck-A-' IN . !* \c".x..Y.0 ( r.-4 A.....c.c._....■ _ 9 r' ....,, ,,---„,. - ____—_-\-----‘ Pfir4L!ct: 1( I ( i ( (17 /— (- /- . TyRe of Ipspection: iti /1 A / ir :/` triit: Address: "." 79 uo , / (re 1 ..t y., ,, y J D a / - //I_ , , ) Spectalinstructions: .. Date anted: — /c — 7 R u sigr: , . b Phone: -2 — , ■ INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431-3670 1 0proved per applicable codes. Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: " 4 , 1' C kt 6 , r. t_ ` Type of Inspectio i)(; >c) , ,U', 1 n r ,-, „pm Special instructions: Date wanted: / ?U0-k t... , .0 •U . r r J • Qhci ^. . /hc 0- .6 3(1' se t.$ h i C s--\ r'c. ,/) I`''' S. 4 h.l 540-\- s' P 0 - c f' ) t'Oca 4( r ‘N.c'- ('r ()pc,,4 -. _ � 3. 1 ,Akw -\-L c,,, ,. ( 4.1) 4`t` C; i c 1 a S a v'c. , t • Pt jest: i ; �7/? % . , / / Type of Inspectio i)(; >c) , ,U', Address: / 7 / /1/0 e>.n1/ -',/' Date called: 4-- / z_ -- 0 Special instructions: Date wanted: / a.m. J_. Requester: .5 t7 a Phone: .3 - 0- .6 3(1' INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -367e Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: } )Li 0 2 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calf to schedule reinspection. Receipt No: Date: Pr ept 4,7 Type of Inspection: A e ttY) i { j am //� .4 ii !, , Date called: / * r �/ Special instructions: 777i{i Date wanted: / a Requester: PO 7 Ph _ ..,29 9 , 0� r INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. [] Corrections required prior to approval. COMMENTS: Eqs+ Side 1).P Gir4c 1 Gp p s�,uP F r Inspector: Date: 1 1+ 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: CO MMENTS: ,pd,. /Jo/ 41 ♦ pe o Insp • tion: 1 (i1 V1 ) JO 47"7" Aft?, / -- 4 ) Pel/e fr1 4,7 1 ell / /47 a . Dat calIe _ D r� L..• 'it/ aye/? C r f.$ + 5 -- S 6 /mot. /'► -4,,r c' A,., :1 —/ Da wanted: / n — t '2..- . m. p.m. S j , 5 , ,S c2 /r,J s , • f V ,.-.) PA /V- - t fJ ff 7,2t1144- { 7 i l , ) ,•✓/ G lei-s, 5 Z.) . ,br`= /Ai/L 46 Ai ,A/1/ S -7 .:.) ill- .h /2v 6 'e ' / - ) S 3 - a N P eject: /Lilb . tt ♦ pe o Insp • tion: 1 (i1 V1 l l 1 Peni Penile/--10 Dat calIe _ D r� L..• Special instructions: Da wanted: / n — t '2..- . m. p.m. uester: C3� Phgqne} M { 7 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. El Corrections required prior to approval. I nspe tor: INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670' Date: / $47.00 REINSPECTION EE REQUIRED/ rior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: I _,.< a K Address: 72 t= > -" nFF Date called: _ _._ - Date wanted: ___! ..... : .... 25 a,m. p.m. Special instructions: Request , M 1.� 0 i ` (c . ,r t : C O.- 2 6 1 2) P.- _t t y 4 -v -- 'c ,, {�.. --'` cl c rrt_ ci cz. t.A - 6. R O 2_ . 2 3 L t ti1,C- Psoiect: N 'SU • _ I C t nn. x✓' Type of Inspection: I _,.< a K Address: 72 t= > -" nFF Date called: _ _._ - Date wanted: ___! ..... : .... 25 a,m. p.m. Special instructions: Request Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 pr oved per applicable codes. Inspecto Corrections required prior to approval. Date: } $17.00 REINSPECTION F REQUIRED. P ?or to inspection, fee must be paid /at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: Q►rrt� rr� Address: - 7../ On f t I tr9 SITE - ) r3. Type of InspeLiiop I: .' -‘ VI, „A4 e r Date called: i 1 0 2 Special instructions: Date wanted: 1 a.m. O) ern Requester: l'"? Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 X Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. PERMIT NO. (206)431 -3670 - e)- Date: J -O n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: • ,� f I r 1 t P I L f C V SA1 PC1'‘ L i-= - P r t() f r) 4- C i 1 1r , . t C A , S --1, 4 v- CA,./c-4 I t 1 t t ,1(' J O) - ,__ 3 CO Al‘to VrCt ti.4\ f )is;) - C;'.) ! ° t I ✓tor t1., -0, ►^c. - c _�i/("VP ( { INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188`j4\ (206)431 -3670 Iect: ddress: Special instructions: INSPECTION RECORD Retain a copy with permit „Type of Inspe dio f ` fit ' kJ" ( Date calle : -- Dle warpted: o PERMIT NO. p.m. Requestep P "o • 0 5,90- fr 3LIff 4 .Approved per applicable codes. ❑ Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pr... t: Type of In • pection: Ad�f�,s ....•l ^ — Special 11 C �.. �� Date called: l � P instr�lctions: • ate wanted . 1 7 Tii Re ueste ,/ q 1L -Jo/1 � ,b l Pho rt t —f ; INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 1 Receipt No: ate: PERMIT NO. ,r r Approved per applicable codes. a Corrections required prior to approval. COMMENTS: G I CI t'' prove" &tAl ieNri n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: " _ .; ( 1 f C Type of Inspection: :-4.4.-)-(4.-----N .._ " . , Address: _ ' `7) t . 5 I - u s y ti I I 1 ( t U't . + Special instructions: ! Date d 7 C:9" .m. ( a.m. p.m. -, c4ad to +0 i to Phone: 41.•..m, - S 1 cec c L a. r : U • C, n (�' A ‘�� Ac . } �'tiir. r,�'�' - r i i:n j1 f7 /�? llPt I <, i 9'( ( 1 1,1-e. • J ha..— '. Project: t (`- b I ,, ; l " _ .; ( 1 f C Type of Inspection: :-4.4.-)-(4.-----N -{ Address: _ ' `7) t . 5 I - u s y ti I I 1 ( t U't Date called: l r-! - C,) Special instructions: ( . Date d 7 C:9" .m. ( a.m. p.m. Requesser: t )Ci) Phone: 5� INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 Inspector: Ces c0( (// PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Date: t - 7_ 0 -z $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: C) Ty of Ina ec an ' ria- ) ) ( S )1 Pcroilt t ref fl Y t ;-‘ {'1/4 r C _ Q Date called: ! /33 of I � Sphcial instructions: t Dhte wanted: j (V O/ . RequesyE l ‘Gv n\cAt'c OV ({ Pt' s , 1 e'.s't" 'DC\ YG. , ,.P - I.vCA l n (C' -1 -f, t¢ -i- �. L. LJc1\ c') Pr'.-, : 0 . ,, iY L av, t1 ` , +t wc, t `l t . . . ) y ' ` . , S n : . , . - 4_ . r t , 41P v C u,, ('J, d tiNCi , I vZ !' J P eject: C) Ty of Ina ec an ' ria- dress: CA — ) 1. ( 1 ,4,1 Date called: ! /33 of -..., P.m. ) Sphcial instructions: Dhte wanted: j (V O/ . RequesyE Ph e• . .--r INSPECTION NO. 14 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector :r. � (� Date: t o � n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 00 to 0 mu) 9 u . J j N Z i-0 w U� ON CI WW F u'O .. Z co O 2 COMMENTS: r\-- Type of In pect on: i li, - LiC- ( i 4{6/ C7 A e ss: - 7 Cr) I- - (6,-.1 Ce4- toy Date called: Special instructions: D Phone: Date wanted ( 5/ 0I r‘C I- )0)r kf -v A , E v'-L/ L,) { :! o t ,<, t) AA \ c \ UJ P 0 c ra r\ \ Pl" — CC4I t'J 1 _ _. _ -Q UY \ ,C..31 P � L V\ { 1 `� r , r) l r\ t t " i-. t o i \ ) AA 1C 1 Pro' t: 1 r\-- Type of In pect on: i li, - LiC- ( i 4{6/ C7 A e ss: - 7 Cr) I- - (6,-.1 Ce4- toy Date called: Special instructions: D Phone: Date wanted ( 5/ 0I Re u ster : qJ ( k S - 4.7 r� 3 qi - 530q INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (Inspector: INSPECTION RECORD Retain a copy with permit X Approved per applicable codes. XCorrections required prior to approval. Date: Lk II_ 0 !t 11 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS -- 4 / ,c-t, i ± r+ 4 c , ..11 : S , r r- h _.+'A „..- L Date caN • -• ()!Of "" Special instruc ions: Date wantled ? e �m..: Requester: Phone: 2, - (t.":1)3) !j(�) ( 1l L +��f 0 t.-- �-. S , ; •� � e 1 Prol 4t: ( (-00 - \ : (..<4.-1 � t= �c,. -. Type of Inspectio! r— —` r • 1?��•f • wit (f Ad ress: -_ i C. {,� [.4- t (f -� L Date caN • -• ()!Of "" Special instruc ions: Date wantled ? e �m..: Requester: Phone: 2, - (t.":1)3) !j(�) ( 1l L +��f INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION ' 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. _Q06)431-3670 Approved per applicable codes. J Corrections required prior to approval. Inspector Date: Fl $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: j (..- r j - t" x(7C -) — k Type o ion: , -------- f Ins ec „), i t i Ii ti /,i i )/(‘-/ Address: z) ri,iii ri 1 L4-11% Date led. 1 / I oil( )1 Date wanted: j , 12-il - 11)1 ( p.m.. (ii 5 ial 'nstructions:. / / ry (L ,)2-0A- L .,- .Y 17 Requester: s ti Phone: _..., , ...' ' ," .2,•"/ S 7 i K Approved per applicable codes. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: Inspector: INSPECTION RECORD Retain a copy with permit 41 /7 (206)431-3670 Corrections required prior to approval. Date 1 ) — (9/ 11 $47.00 REINSPECTION FEE EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: _tit.. Ty of Inspection: ?firi. I / #/ Address: 72 HA PI Ir'� r / eqi/ r /.4// C2 mot/ � .N - l c, "tel."; r'v. 5 6.m. \ m. Request (( ., w . % P ne: 3(.00 � 7 "7 .3St'i 0 /, .", - o f r ✓ r }� A ,1 . . , - -- 446. - NP ' 411 ( . Ifs — ,it/ea / 7-N- -('" y -- / rA) '6 px 74, I - ; ? . 4 9 it4 CC /V ? - ....y -. . / 0 ' ✓7 N Project: .�.� i _tit.. Ty of Inspection: ?firi. I / #/ Address: 72 HA PI Ir'� Date called: � . 10( ( • /7(0/ Special instructions: -�• za Z. �-�C �� �` ate wanted: 6.m. \ m. Request (( ., w . % P ne: 3(.00 � 7 "7 .3St'i 0 INSPECTION NO. Approved per applicable codes. INSPECTION RECORD r Retain a copy with permit PERh1IT NO. .5fi CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 7 (206)431 -3670 Corrections required prior to approval. Inspect - 6 . Date: / 02 7.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter BIv ., Suite 100. Call to schedule reinspection. Date: Receipt No: COMMENTS: ,L,,,/./ -A -1--/e7--0 Type of Inspection: G,)1 :1 / / /1 )1 T 64/4/is P 4-S "7" e4/1) — 0 — F 6 ' / •- / ate I D called: gA . • /15 L .. tVel i.:. = S 7 ' 1 if Date wanted: /.9, // (/ / 0 / a.m. p.m. Requester: 4,/ 7 'J z"!c -'c 9 ?•( - ? 2 /9- /4t7 Yt v / ,-c - 2,' . daei.da - el an -p/ /FS //h / ' 3 f'd i .e.._ 6 TO /.4_;/3 / 1 S : /4 / . S i <i' -Tici : E c / -- C . - . ( - . ' & S (.5 T C� - / .0 — 2 " (PrO;t: 4 (~ �' �"1:. r � U l Type of Inspection: G,)1 :1 / / /1 0 -- A• dress: _, 4. - Li () 0' � � I? kY / ate I D called: ( i ":///0 / Special instructions: Date wanted: /.9, // (/ / 0 / a.m. p.m. Requester: Phone: (.- :. { '� ) 7 ? 2 ' 5 � l Li INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Insp tor: / ,► .t - ipt No: INSPECTION RECORD Retain a copy with permit pproved per applicable codes. Ej Corrections required prior to approval. Date: (206)431 -3670 Date: L // PERMIT NO. W <S 7.00 REINSPECTION REQUIRE ti. Prior to inspection, fe must be paid a 6300 Southcenter Blvd., uite 100., Call to schedule re nspection. CO MEN ' TS: •» r7 1 ,' 0x i2 T pe of I spection: ,r J Address: `7mac) F (.-i e Date calle . I 1tJo1 ( . ef). /I 7 � , ./2 / rf . (-c41 / / ) i P/7,5 I cc/lizi 4R / / Request , l - 0 \ ^ r a ject: , { . 4 -. t cif (4- T pe of I spection: ,r J Address: `7mac) F (.-i e Date calle . I 1tJo1 Special instructions: -�, Date wanted: 1 id Request , r h 1.4 - 6)7 7 .,' - g..c.;,* (. 0 L-4/ INSPECTION NO. INSPECTION RECORD Retain a copy with permit fi 61 -0 / PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -367 Approved per applicable codes. 0 Corrections required prior to approval. nspector: $47.00 REINSPECTION FEE R UIRED. Pr' at,6300 Southcenter Blvd., Sui 100. Cal Re eipt No: Date: / 45,4 3 / r to inspection, fee must be paid to schedule reins.ection. Date: Pro ct: ,.-, Type of Inspection: Ad iaS: Datc��atled: Special instructions: f : , i j f 14,/ � ,s� �' ' ?J Date wanted: � / J �� /2 a.m. i f_ ;li19 Request Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 COMMENTS: Receipt No: PERMIT NO. (206)431 -3670 Q Approved per applicable codes. Corrections required prior to approval. $47.00 REINSPECTION )EE REQUI' ED. Prior to inspection, fee must be .aid at 6300 Southcenter BIB`/ , Suite 100. Call to schedule reinspection. Date: CGS Proj¢ct: L f f lr? // T t t i Type f I k '/ pection• pe o ,i` A lf`f_ -.., Address: 7 CO /£.art �f%'7n -' I/ Dateledf f, j j ft / Special instructions: , /tii 7e'or Date wan ted: gy m.7 Req e ery � Phone: j(t/C )7i'- ; 6 -c, COMMENTS: V/4 ,r 4 ,, tO,) T - e..ti '9/ x Sd /fir.S , < / gam^,- r - :� Inspecto . t %6.4e / 4 .r .,.r . S it_.4-r I Date: /492' i / // 4"/ INSPECTION NO. INSPECTION RECORD ..___ Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431 -3670 Approved per applicable codes. J Corrections required prior to approval. j% 7.00 REINSPECTIOI/ FEE REQUIRE p' Prior to inspection, fee must be paid -" at 6300 Southcenter BI, d., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Lit b. A... KG Type of Ins.ection: I V . ). T A E --d ress: Sp ») C) F" C e -� v l c _, Date .lied: J. z f ! o f o 1 I ecial instructions: _ 1 ,-y-t k Gi at\ C.- , 2 Z- 1 r' d iii ✓ 0 .-t k (l.) ,r-" 1 1 (r'a,r ; • 2. Z . c:_ 1-1-t- 11 r co f E ri (c .�- c 1 .,} s � D 6 (L .- 1� c.(' - \ k - _ C___ \ V _ )ki Prs'ect: it L t A... KG Type of Ins.ection: I V . ). T A E --d ress: Sp ») C) F" C � () Date .lied: J. z f ! o f o 1 I ecial instructions: _ 1 wanted 1 2 ,f /t+) ( a:rrl p.m. . Req ter Phi '0) 770`' -- 3%.)( FL Z . L ... - ___ INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431670 Approved per applicable codes. EJ Corrections required prior to approval. nspect ry $47.00 REINSPECTION F REQUIRED. Prior to inspection, fee must be paid ,'at 6300 Southcenter Blvd., uite 100. Call to scl dule reinspection. Receipt No: u..0 Dat,: 2 Date: Z W Ir 2 6 U 00 c O co H (O LL W O 2 N O f- LU W U� O 0H W W u. Z W tJ 0 Z P eject: f' j _ r Type of Inspection: r . • ` 3 i te t'i Urr( I ! ( I C?I - / . % /2? /i r )t,rk. ddre s: ' it 4 t, t1 C� ill f r ( v ` Date called: I. .. Iii f 1 . _; Special instructions: t- / , 7� 3 el (- - re97,46,elossL 1 ;, L--r'1 i.6.2•• s)-Aest Da ;e wa ted: i i Z I i P I --;a.m. P•m_ R nester ect : _ Phone( l 2 ( (/ - . I 1 + _ (:) �� INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Ei Approved per applicable cod COMMENTS: [Receipt No: INSPECTION RECORD Retain a copy with permit It 1 � $1) Corrections required prior to approval. (206)431 -367 PERMIT NO. $47.00 REINSPECTIO .EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: COMMENTS: Type of Inspection: Address: _ \ •(rr(' t A' _� r, , e 1 0 Date wanted: a.m. \) -- 1u-o1 (p.m) sA -, \ \ 0 , :,....V .,s. I r"� r„ 1 I. � F ` ,..1. t f)(') 44 ( }, '7) l'A ( p G, . I I i , c �� tJ PP Y \-er tAiA 3) � ( `1 \ ? S C yt `" "T )r) 3 t t"7 7 f _ ; r , .'Gi y - IA f r^.1,1 1 .f.)( ! ,_ r , W . 4 7 . L 1 l 1 (", v 1 .`f ti pi c, 8 ()IA `_ II. l i o4 -- v- t%-(, 1) s P A T) A - LI.1 Project: : may Type of Inspection: Address: _ Date called: 1 o f Special instructions: Date wanted: a.m. \) -- 1u-o1 (p.m) Requester: .D()) Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: KeLQ rbatk Date: f)--10— V 1 LI $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: `) /70 Type of Inspection: c= -I 'ir f t s Address: `-]') (' 3 Q. (. N.) (.11 t J Date called; t ` / ? Date wanted: t 2. tU /7 ( f ii) (., - 5 "5r h / / 4 S. i f - - `f ,"J/i% di c /Li Special instructions: (A/4 1 /; (p x 7) — AV IV !) ,2 L 7' /ova ( - /414i /< - � '`'4S-'s iC,/e Pao 7 - A /o - 9--- / / ,--(- > 1 6c/r9 / / r' / tr' 10 c4 4 7-- 2 -- ( S' /4 -- P oject: C) fo fan S L,I ti ,4 p S Type of Inspection: c= -I 'ir f t s Address: `-]') (' 3 Q. (. N.) (.11 t J Date called; t ` / ? Date wanted: t 2. tU r a.m.„, p.m. Special instructions: Requester: Phone: r INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspe or: E",rvt.t / INSPECTION RECORD Retain a copy with permit Dated / PERMIT NO. (206)431 -3670 CZ -Approved per applicable codes. J Corrections required prior to approval. c7/ 7.00 REINSPECT)ON FEE REQUIR D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 44 /4 COMMENTS: _ l I A \ O(3 V-- , ,. Special instructions: nstructions: L A n O t r D a t ar 440 !/ m. Req e ster: C Ph30 6o - 1 - 1a . 3 %,a c.. 4 C" `C7Q .(' L t`-! Co6e07.6y.1 f S ift ' ..i hype of Inspection: � ` , 1/ ddress: or) FLn O: (A) ' 0 t at d: f b� to / / Special instructions: nstructions: L A n O t r D a t ar 440 !/ m. Req e ster: C Ph30 6o - 1 - 1a . 3 %,a INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 .4pproved per applicable codes. El Corrections required prior to approval. ector: Receipt No: Date: t 6300 Southcenter Blvd., uite 100. Call to schedule reinspection. Date: 47.00 REINSPECTION REQUIRED. Prio to inspection, ee must be paid COMMENTS: ~' / / lir c ' i Q} C if t L — f: c.." �� o ti-r. \ fall / / 01, ( (/�Y of" Mi r l r G kr /r A1G 4 4;11 , 7 C C LZlr . c c _ if e e j i ;ii c , t .4 ` . r r' .i / .. . ..J ' '/- C- ,c, 21704,7 6 l 7 ' s h' ✓ r r / a 1 1 P a r ) / Type of Inspection: , ' t'', t C C, Tf ;t r .. �7e4 1-1-e _C - _ ,.} 1 t' 'r { t. ' � "t t' v �r .; r^'1 Address: Date call - d: 200 n C-+r t� t Special instru ions: Date wanted: a.m. — tp0L" 12 10/61 ems 0 Yi w k 7 / 2,4 Requeltp .„ e Phone: _ VC; " 1 7,7_ ? t'. ) CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit Date: PERMIT NO. (206)431 -36 0 Corrections required prior to approval. n $47.00 REINSP ON FIE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit Date: PERMIT NO. (206)431 -36 0 Corrections required prior to approval. n $47.00 REINSP ON FIE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Z � -' 0 U re-- a Q x.+ -" ! ' ( z).i N Date I2 /in) Special instructions: Date wagted: 2110 Prn: l 1, C P n (CQ -- 1 1g - - 35( O r � bR..t ( \ S r 2 ) a P•S . g~ NA N 6- 'rrf (0 tt 1. --\-- r i t o-{ a - ) -A • t.� R 11 - Qtzalasmier S -.,,_..1 L NI IN (Pool Cam-` e gt.pj ect: r r e' . 1._-. .5t-A, l --"_S Type of Inspection: (- - - , t i t WA If Address: — 1D c � f cn I Date I2 /in) Special instructions: Date wagted: 2110 Prn: Req�le�ster �� l P n (CQ -- 1 1g - - 35( O INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 .Approved per applicable codes. 0 Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Inspector Date: Date: 1 � / $47 / '0 REINSPECTION REQUIRED. Prior to inspection, fee m st be paid a1 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: COMMENTS: . , f riot T of Inspection g)er Ca!h //s , 4/ 7 -- f a AIo2.- r 1 , i s -/ r I M O a.. Date anted.; 12 7c /(, , 0 . k - c . , 4 7 " ) / 1 Pau / 6,/ a , 0/ y P �' ne: i'• ? •- 7 - 7 4 2 .. 3, j if a P ject: T of Inspection Address: C)r Date cal Special instructions: Date anted.; 12 7c /(, 1 m. R ster: ,e P �' ne: i'• ? •- 7 - 7 4 2 .. 3, j if a t2L Approved per applicable codes. INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector: r X47.00 REINSPECTION E REQUIRED. Pri t at/6300 Southcenter Blvd., uite 100. Call t Ri eipt No: j 1 Corrections required prior to approval. ( r to inspection, fee must be paid schedule reinspection. Date: Date: - 7 PERMIT NO. (206)431 -3670 COMMENTS: - �v` C - - --- 1 0 t3 A ess. • . C Date called. -,. 3 • Special instructions: '"j‘ to a R (N0 t a.m. P t Requested J P qpe: 2 I\ 5 E \C C. r 100 ,_ tair?l1 is P �ect� T e e Inspectt // • A ess. • . C Date called. -,. 3 • Special instructions: ate wanted: i r.� Q1 a.m. P t Requested J P qpe: c INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431-3670 $47.00 REINSPECTION F REQUIRED. Prio to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Approved per applicable codes. El corrections required prior to approval. Rec pt No: Date: COMMENTS: C ' Type of Inspection • `'_',frfit(.-- lAd ft t V A1t1ti rl - - (• fl t c\ Address: . - 1 { Spe al instructions: ee .,'4.f o� , T `.� ,... I C 1& // 1,3i Date wa ted: 1�'f / I l.I .1 Zi: :94..1 j / tr./ 5.S l h [ C le, tl \ r .r� .r s 4 .... IF it. _ w ' / - / - ale r .4::: / V .. _ .. "Jo / n ,1 IIP 11. „t_ ... . , _ ' i lid .CA ■ � . 4 .., .,� , ,,, /s` - i — , l ,. Imo. El br Jt // 2 , ` " :r F ( .- e _,' . - (/,0fn - h ,r. 1)7 `;,,�.�r Project: - C C C ' Type of Inspection • `'_',frfit(.-- lAd ft t V A1t1ti rl - - (• fl t c\ Address: . - 1 { Spe al instructions: ee .,'4.f o� , T `.� ,... I C 1& // , Date ca led: ' H 1 ° t Date wa ted: 1�'f / I a.m`.` " ` Re q u ester: '! ( k. sc. Phone: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable4des. Inspector: PERMIT NO. (206)431 -3670 I Corrections required prior to approval. N Date: / ..=3- El $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be .aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: w COMMENTS: v '' � � . -e i A , \ j 'NJ b 12. i 1 vJr4 t \ C. .' l 1\ 3 ' v2-. z c --A- t et- k) w , = , x. (I _ 1 Co Co - It, Pcgjec ) T T ypGtof In ection: INSPECTION NO. CITY OF BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 12 -Approved per applicable codes. D Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit Le(~ 0 PERMIT NO. (206)431 -3670 Date: Inspecor: r $47.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: — ' C g---7—cl—AC) 0-4 -- Ty of In pection: K. . . NI 10 Date cal i ate wanted: a. 6 / — Request P o ne: ( o � 1 77 : — .� 5 6 7 o 0 k4..- N fi< . % r y G (,) \A. O * Cam- ti CQ t' ---' 1(a vv‘ '1/4) 1.4 S_. 6.oP. s.. iSo.rt. i P feet: COPI'L'faL LA4 4 Ty of In pection: 4 1700 EUt/7 C 1 10 Date cal i ate wanted: a. 6 / . Special instructions: Request P o ne: ( o � 1 77 : — .� 5 6 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. ti Corrections required prior to approval. InS�ectn(; • l Date: I: 3t� 0 $47.0 I REINSPECTION REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., uite 100. Call to schedule reinspection. Receipt No: Date: iaj COMMENTS: : i ► l '0 af - .- - r a . 'C \ \ ; s._) A t \ Cc- r , c( - �, tt i. Reque ter: J r t v \ O o tr. Ph9 : u C 1 L. ( 0 Nli t V-\ FNt ;\C , 'v-.. ` r C ow ', i C) ... } S. ei.._ . ., L. ti — i _ P ect � g t C2 n c Su.14e Ty� i f Ins�ectio� \ T A.�1( 1 &(!. 11.101, d aktst, Fun e r ti .i Date c lied: 1 t� Special instructions: D1 ( wa�fr d. / l jj �, tt i. Reque ter: Ph9 : 1 - 3,( 0 INSPECTION NO. fig Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. ,47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: I Date: P , 'ect: Tyue.of Inspection: '1 !?Ler el (.( /A // 1 li, P. 11111 l •f r ' ate called: /6 -• z.- Special instructions: Da wanted: a.m. i.m. Requester) Phpn I n' )� 7' — W6 COMMENTS: ,..-r Q t...—:-/ t U re..... Lti,e, i I a 0 vi /? f) 6 (2 i 0 I ( -, - ? L/ '1 !?Ler el (.( /A // 2) Al D• . H CV/) , / chi 2 , .'N /6 -• z.- \ I.�spector• ■.,. ./ "5 ) 1 — 1 I Date: :/ %. : INSPECTION RECORD Retain a copy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 X Approved per applicable codes. J Co7rections required prior to approval. El '47.0" REINSPECTION FEEIREQUIRED. Prior /to inspection, fee must be paid at 6300 Southcenter Blvd., Site 100. Call to schedule reinspection. Recpt No: Date: COMMENTS: Air :70 O /? Ty • e of Ins • ection: .N' r cp2, a is 6ty,1 .// /3©r r1' - 46/F47;' •;tJA 6170if 3 0 E .. 17 rl will I / - .... ±?" . ." 1d f , i . L . l !? , 7) Special Instructions: Date wanted• / i ( 2 3 ,- G 1 // '-- P.m.� 14, - c..., - .4,, 4 .,./� ,' f .S_ 1.o e C:- Q / L) Ph i ) 4, f S N • • Ty • e of Ins • ection: • • .i i . . Date cal ed: 0 'Z._.F' c.rC Special Instructions: Date wanted• / i ( 2 o P.m.� Requester: Ph i ) 4, S INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. .00 REINSPECTI9N FEE REQUIRE Prior to inspection, fee must be paid at 6300 Southcenter blvd., Suite 100. Call to schedule reinspection. ipt No: t INSPECTION RECORD Retain a copy with permit Date: PERMIT NO. (206)431 -3670 Corrections required prior to approval. ! COMMENTS: , Type of Ins ectio Addres : -- BOO T..'n eiro -c: V Py Ode c led: .,,� 1 / zJ /o I - Special instructions: �i' ,. CI AtL CTM CSC tlit I Oil Si Dat a ted: '0'P-1) 1 / 7(p in I P.m. Reque e a C. r S � Phon '2,010 - 3 / i — c {i . 4 .. _: 0 0 . 0/N, , —.„.,C'. _ , 6 . _ - 1 C' A . ■'i t , A t 1 .4 t 1 . 4 - ! (-n. 4, T� ,..; . i /2... Cr, 4 �? I / - -( 0 d' A r A,n i �v \i_a n -.t c &...-\ _ (1\:.;:'( l . f A P ©jest. , Type of Ins ectio Addres : -- BOO T..'n eiro -c: V Py Ode c led: .,,� 1 / zJ /o I - Special instructions: �i' ,. CI AtL CTM CSC tlit I Oil Si Dat a ted: '0'P-1) 1 / 7(p in I P.m. Reque e a C. r S � Phon '2,010 - 3 / i — c {i . INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. pecto Dated G- v--- 1 '-, „, c -4-A i 1 / ? („ .. 0 7.09 REINSPECTION FEE REQUIRED. Prior t inspection, fee must be paid 4t 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ReceiPi No: Date: PERMIT NO. (206)431 -3670 Corrections required prior to approval. Project: Type of Inspection: Address: ,, /_:1 00 -r I "V C'72 kJY Date called: 4/42,0 Special instructions: Date wanted: i r,/ ' a.rn. p.m. Requester 1 , Phone: X0 -;..E? F D PERMIT NO. 1` 1 6300 Southcenter Blvd, #100, Tukwila, WA 9818 \ (206)431- 3670 INSPECTI N NO. Receipt No: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA Approved per applicable codes. COMMENTtr� .�11 c 7"t/ � ; . 43 A ����// ( /i' (.,_%C4 /1 Corrections required prior to approval. jpspecto , f Date: / ) ll.�� -�--'1 I / / .t /74 7:00 REINSPECTION REQUIRED. Pp ‘r to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: P c e } ( \ `� ` • +� L.� ��4 f� ' L._ ti/• alp✓ ( Type of c n• � Inspe � tio � � rry f dress: Date called: Special instructions: E'T - t I P ',' n i.�.4. ft<vo 3 d N ' f' L. n,-., -J -E cN .. n, j f . i 'Pr Date wanted: 1 . r ; a.m. p.m. Requester: / g K .°' C F / A) / : . Phone: Go ) ?? - '- (.3 2 INSPECTION RECORD Ft o <''j I Retain a copy with permit INSPECTION NO. c ` PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ' ` , 6300 Southcenter Blvd, #100, Tukwila, WA 98188 \� (206)431 -3670 El Approved per applicable codes. Inspe' or A/Vi > COMMENTS: 1 t $7.00 REINSPECTI' N .EE REQUIRED. ai 6300 Southcenter,Blvd., Suite 100. Cal g No: Corrections required prior to approval. Date: Date: • or to inspection, fee must be paid to schedule reinspection. x�' MMENTS: a_ ki Y l U45 Address: - 7;a70 1 �► C /*n-: r c'y ..\ o-R -r t-A coil r t (- L.,J - -- c -- ; t c. ; db - * I> Special instructions: Date w nted: 1 j// 1 I O f (� a.m. `._ p.m. , ues Reeer i 4 7--- Pho�ne: - ,2 V_? ti C. 7'�o. C=6 E. Q I c C>e C l.�J !N k ` - {' rA..j- v'-"-. Ta boL1...t... .. ,-.0 r '1"4"x`^ t� . = v\+ - : N ...Project: '�" `{ Su �, T e of Inscti n: F x pe . tort 8 Address: - 7;a70 1 �► C /*n-: r c'y Date Bed: )i ce l :r 1 Special instructions: Date w nted: 1 j// 1 I O f (� a.m. `._ p.m. , ues Reeer i 4 7--- Pho�ne: - ,2 V_? 6 dj4Za9 t•" s� {�:T { °t^:.7:a; •y; INSPECTION NO. Inspe'tor• CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applicable codes. Receipt No: INSPECTION RECORD Retain a copy with permit Date: PERMIT NO. at 6300 Southcenter Blvd., Suite 100. Call o schedule reinspection. (206)431 -3670 Corrections required prior to approval. Date: /l / `"y t+` Fi $47.00 REINSPECTION E REQUIRED. P or to inspection, fee must be paid Pr 4t:' y �-� j„ U t 1 +� � � � Ty o I spectio il +1 f t 1 � 34 �t�` d ress : o Q [`� ( t Hi • Date al ed: i / (I(o' Special Instruction s: Date wanted: Requester. Mi 77_2 ~- ?Stec) INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 R Approved per applicable codes. Li Corrections required prior to approval. COMMENTS: E Cto (L re Q, .- . - 0 o Z ■oV,,/ CtpR..1e -- 2 Ft eok... t,J Q t eNR.77 Ere.. rt00 47.00 REINSPECTIO at 6300 Southcenter B Receipt No: Cc"...) Ct.j ./ 1 FEE REQUIRED. d., Suite 100. I I Date Prior to inspection, fee must be paid to schedule reinspection. Date: C O --01 PERMIT NO, gel (206)431-3670 O 3 7, P oject: r, ` - ( C t"'(1 7L' I - 'i - S Zyp e of Inspecti I i Li u )CC IT( t nlat )Ire , Address: /200 i Ciro - r. W Date c II a i .` 1 Special instructions: Sp Da w _ dm. t I t L` nted: • /ir 1 p.m. Requ ster: Pb one: ( 1 "Q-`3S (QC INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 'Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: p _` $ 47.00 REINSPECTION FEE ' QUIRED. Pr'.r to inspection, fee must be paid Receipt No: Date: INSPECTION RECORD Retain a copy with permit at 6300 Southcenter Blvd., Suite 100. Call I Date: o schedule reinspection. (206)431 - 3670 COMMENTS: t 1- Type of Inspection: .' ti' itt_ C» I �> >r K. 'v), 1 Address: j� Date aile ..-J Special instructions: Date w need: 1 1 Li f r:: ( ("'ate p.m. Re a ter: rt. Phone: 1 1 1 �rf ), -� ,)j (F o .- L i ,... _ --- A 9 ,._ 1 4 )' - ---/ I - Atl tS - /-r• 5 d) --5 )---,---1 e c ,0U7:), t C l Project: e::: r cr r >�� t 1- Type of Inspection: .' ti' itt_ C» I �> >r K. 'v), 1 Address: j� Date aile ..-J Special instructions: Date w need: 1 1 Li f r:: ( ("'ate p.m. Re a ter: rt. Phone: 1 1 1 �rf ), -� ,)j (F o INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO.. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. r spector: Date: 1 .00 REINSPECTION FEE REQUIRED. Prior to ipection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: cm- /k 1 Type of Inspection• {� /1., iu r /, ' <�- Abr /ir ress: 6:F7 ` oy D a/ j alJed: o f Special instructions: L �, /_f Date a J� r a.m. , q Phone: _ 77 __c) 0 78, ) 1.� 1 I i (J �/ a 6/1 / ° + I a( )dam"' 41 1,- 7" , ....- -, . ///' „--5 - -(44,/ ,, " le, / (\ // 7 ; ; f �' I cm- /k 1 Type of Inspection• {� /1., iu r /, ' <�- Abr /ir ress: 6:F7 ` oy D a/ j alJed: o f Special instructions: L �, /_f Date a J� r a.m. , q Phone: _ 77 __c) 0 78, INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 pproved per applicable codes. Inspecto 0 Do) Oci) PERMIT NO. 206)431 -3670 Corrections required prior to approval. /7 + Date: / } /3_ $4 REINSPECTIONJEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: oject: � -_ ri11 c- Ji�g7e) Type of Insp ect pq. , �t~ 111,411 I �7 � ' Address: t7( C; i. tvi ( rile r' � / Date called: 1 / -,/ Special instructions: Date w nt • ti 1 r), a.m. cat Requester: Ig 7 _ Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit tat." 5l t i Corrections required prior to approval. G7l.9✓' E'f,/! t- //` s /" PERMIT NO. ✓ t (ZY (206)431 -3670 Inspector: El $47.00 REINSPECT! I: FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Date: / / -0 P {'ctf (AC S 1A )+C.S _ f t ( ltfiI ( ral DPik Address. '' F vi C o -' D ate ' s �e 11/75 r1 -� Date want ed• Special instructions: Req e Phon 2Inn '11,) - i 07g Lae INSPECTION RECORD R etain a copy with permit INSPECTION NO. - CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 U Approved per applicable codes. Date: PERMIT NO. (206)431 -3670 COMMENTS: L)(;n 1 thps - 7?) - } - h . ( \Ll -46 1c/ hQ1 q 44-efv t cij £) ?rptl►dp 1 1.1 (Id S -‘y1(1,,,,. PrK ty jt1Lkx O4 YVt 1 � 1� S'PCl CO C \u ( yV' i Corrections required prior to approval. 11 9.01 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION NO. 6300 Southcenter Blvd #100, Tukwila, WA 98188 },' -1 ' (206)431-3670 CITY OF TUKWILA BUILDING DIVISION Proje / r- (" Ad less• (,)6C rzctiktt Special instructions: A Approved per applicable codes. El Corrections required prior to approval. COMMENTS: INSPECTION RECORD Retain a copy with permit r Type of Inspection: /,'ref/ Date call Date w pled / / / Req ter: Phone: 311 C - 77 -,Q 7r PERMIT NO. $47.00 REINSPECTIO E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: -- j- - / .I-- r\ A- - h 4-1, /) i ; � 1 Special instructions: ?- 17 1 � '- /Date wanted: ``�� Cam/ Z V p.m. Requester: Pone o Jr j ., ..-». I Pr ct: Type Inspection: Adioo ss: � �1.�1 c e Lei' Date v called: - J (( ( ! _ Special instructions: /Date wanted: ``�� Cam/ Z V p.m. Requester: Pone o Jr j INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. + Date: /, Z n $47.00 REINSPECTIOI EEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: Receipt No: Date: COMMENTS: Type of Inspection: (eriere - �1 6b 1. 1U Lk 'I v J Dy c . I ) /:' r to ;:... ,. L A > Re ue t r. q �� Phone: 1j' ?91 --S a ir • P ev1rt it (1'\ Z, t'- f 1\-)f) C f)ArPJn 5 `U. > 1 \ \ ,� y f ro ect: dwlity - - 5tA 1� Type of Inspection: (eriere - �1 6b 1. 1U Lk 'I v J Dy c . I ) /:' Special instructions: .. cite..) r,) ..a� Date a tect 1h � Ea. b Re ue t r. q �� Phone: 1j' ?91 --S INSPECTION NO. INSPECTION RECORD Retain a copy with permjt CITY OF TUKWILA BUILDING DIVISION o. c � 6300 Southcenter Blvd, #100, Tukwila, WA 4 188 PERMIT NO. (c;, rre k (206)431 -370 Approved per applicable codes. JJ Corrections required prior to approval. Inspector: Date: 11 -1_ 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Z I cc w 00 N o ow CD IL to Z O- r w w U � N O t— ww — Z U ,- O� 2 COMMENTS: Pro d ` __? J Type of Inspe i kid' n 66 Ad ,cif,G, reAdA " Date called 7 0 Special instructions: 7 p i 9a , t. t-r( , 4 0 gooze,„,42 Date wanted: :rrf` Requester. r ?(). Pro d ` __? J Type of Inspe i kid' n 66 Ad ,cif,G, reAdA " Date called 7 0 Special instructions: 7 p i 9a , t. t-r( , 4 0 gooze,„,42 Date wanted: :rrf` Requester. r ?(). INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431 -3670 'Approved per applicable codes. E Corrections required prior to approval. D te: Date: $47.00 REINSPECTION REQUIRED. Prior t• inspection, fee must be paid at 6300 Southcenter Blvd. Suite 100. Call to se edule reinspection. Receipt No: Pro'• Atli .1 4..dLl . ' T •eoflns•ect'.n: I ' t. A 1 s.t_ - ./ 7 If ' Op 1�--'�t Cf Duce cal e 7i)/ Special instructions. Dtite wanted. / ,) ej f i gID 1 ‘" f) Re �j 70gb(03q/ -6303 INSPECTION RECORD Retain a copy with permit INSPECTIO NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 \ '56tApproved per applicable codes. COMMENTS: Inspeeto: / '4;44 /0 REINSPECTIO FEE REQUIRED. Prio to inspection, fee must be paid i at 6300 Southcenter BI d., Suite 100. Call to schedule reinspection. Receipt No: / Date: 0 PERMIT NO. (206)431 -3670 U Corrections required prior to approval. CSC./ Date: f 0 .. r / / Prpject: ' 1 4 UI tc5 Type of tns ee'ti 6 4(71t3Y10 .*: A ' '' - ' ) /561 fUn (1-412- V. / Date called: , 1(� j ti Special instructions: Date wanted: 1U 1 - 70 4Cm. `\ p.m. Requester: A i lc L. \ _� -•, Phone: 2bi 31/ 6303 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: r /0, PERMIT NO. (206)431 -3670 Date: /a/7 Ada L Or . $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be •aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 16 COMMENTS: / j ' _ 7 z /9-7 .,, , of -Z.- (Th, 1f ((c 4 ( ) t Address: - 7900 PIA ri C )2/7 / n /Z < — ... 6t//r , „v , - .r 04,..A Special instructions: Date nted: a.m. i MC / () Requ ter: K NA 1 C t`�,, Phone: < Q 00 - ei 1 -5303 P7 C - 4 - .7 a - 7 -0,4; / :'- (t, o, r ,,.+ U' r s . .4e e 'G'Y' t(/1 T`nl ' / `- ,,w� ;J 0 r r- lr -�,, . /4 i' t ✓ r \ P oject: e - � ' ) 0 / 1 r -' .a��t i - Type Inspection r i -) `' '�' of -Z.- (Th, 1f ((c 4 ( ) t Address: - 7900 PIA ri C t� P)1 Dat cal (b l (5 ID1 Special instructions: Date nted: a.m. i MC / () Requ ter: K NA 1 C t`�,, Phone: < Q 00 - ei 1 -5303 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 proved per applicable codes. INSPECTION RECORD Retain a copy with permit l � t ' Date: PERMIT NO. Corrections required prior to approval. Date: Pi $47.00 REINSPECTION F E REQUIRED, Prior to inspection, fee must be paid a( 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No: ? (206)431- 3670 COMM NTS: Type of Inspection; a..1 " vv:/t Address: 7 2 00 (- r Cejel (.0 Date ailed: f. 10 e r b 7 ) ( ,f 7 /(' `` a. . 6 J i U 1 ' �- fi i ../ U /" fQ(':'( -6/ , - e• _.5 I -30"._ l Project: {- ..l r Type of Inspection; a..1 " vv:/t Address: 7 2 00 (- r Cejel (.0 Date ailed: f. 10 e r b Special instr uctions: fb i�:.. e....+1 -4 kJeA. (iAl C.) / t Date wanted: `` a. . 6 J i U 1 ' �- fi i Reque to : ��, P ne: 0 -9/ - e• _.5 I -30"._ INSPECTION NO. (-1 INSPECTION RECORD r a , _ c Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. in ectgr: Date: t'f AA./ (; Ir A_7 /1 ♦,') l LI 47.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., ite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: : ) ..- (P, ,,) / /�,''' ., 44 l / r ---,i? - (aint)/' / ' L� `�' � � I 7 Date cal d: fit- • 0', /7 ! Special instructions: Mc .5., � Litt / , 7/ / pc . /.// 1 ''/,./., c'- 9 t c r / 1 /V 5 e n,! D ate wan d: r Z 0 2 it /(f 1 0 ,--- 4--/ ! , Requester: ir Phone: 'p - ,fir/) , ,,,J) 7 /161,- (' ), - i'l tp Project: V ri► .. J pe of Inspection: r ' r -. Address: nke. Date cal d: Special instructions: Mc .5., � Litt / , 7/ / pc . /.// 1 ''/,./., c'- 9 t 4( D ate wan d: r Z 0 p.m. Requester: ir Phone: 'p - INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: (7 C- c-e-t. Date: y $47 .0 REINSPECTIO FEE REQUIRED. Prior to i spection, fee must be paid a 6300 Southcenter Blvd., S ite 100. Call to schedule reinspection. (Receipt No: Date: COMMENTS: . S � c b r� ?,` C t' C# ) C .. II 1C _.« • . .1 N j �) \ f r'', C e' 1 4 -> Proje . , i T Type of Inspection: ( ,,, . INSPECTION NO. K Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspector:' LQS Date: of El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: yp of Insppcti e I t L 1 -- - 4 1 t t 1 i t 4„.:0 t Ad•ress: . — 7ZCC I 0, ' ) (7j i4t t4})' 1■ t e / I I ed / , , .-- i l/C/ ,/,' Dtt i wti?:1:/ c , ,, / %5 , /.,... C.' iL 1 ;--,:; -, • 1 7 - - 7 ... Al: . 7) j 4-e• 0,1 ;• (Project: 7 I - "fp, 7 7(S yp of Insppcti e I t L 1 -- - 4 1 t t 1 i t 4„.:0 t Ad•ress: . — 7ZCC I 0, ' ) (7j i4t t4})' 1■ t e / I I ed / , , .-- i l/C/ _...----- Special instructions: T1 C'' ' )' : '-' 't 1 i .inkiittmtt nct..)vi <1f/ 9 Dtt i wti?:1:/ c , ,, / Casn'• p.m. Requeqer:_ r.i 1 c Phonei Q INSPECTION RECORD Retain a ropy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 / 2 Approved per applicable codes. Corrections required prior to approval. Date: ( 7 a 47.00 REINSPECTI N FEE REQUIRED. Pri91- to inspection, fee must be paid t 6300 Southcenter lvd., Suite 100. Call t6 schedule reinspection. Receipt No: Date: PERMIT NO. (206)431-3670 1/ • tt 00 CO o LOW LOLL. UiUj u i 0 u_< V- 0 Z (j) CI t 11J tu ° I I 0 . Z cn 0 Project: .41- L ' ! Type.pf Inspection: /) C 1 (it -1.-c ,,c Address: 1 Date chlled: '--- /1 bt o t Special instructions: 0 ( ' 111 ( _ �.. Bate wanted. 4 11 U Reg ester: y C f ti Ptippe: , ` I .30 INSPECTION NO. OMMENTS INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. 0 Corrections required prior to approval. ,;(k 11:4,1, PERMIT NO. (206)431 -3670 n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 COMMENTS: Type • Inspection: A • • • s • a4.. 0 (ems L Date ailed: 7 o1 Speci instructions: 0 Px)01,-iettf 7a-m Ela te wanted. . . P •m. Requester• /II (f 7 e. / t .)J / .S / / ('' 3)3 • `,..s /'-t°' it ' o% /,,, / c) ?!: t i 0 :i : / /6 /tf' (2(11 -u(.1 _ Pr•'•ct: - — Type • Inspection: A • • • s • a4.. 0 (ems L Date ailed: 7 o1 Speci instructions: 0 Px)01,-iettf 7a-m Ela te wanted. . . P •m. Requester• /II (f 7 e. ? x" ;q/- 5 3)3 INSPECTION NO. Inspecto INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ai Lo Approved per applicable codes. Corrections required prior to approval. ate: PERMIT NO. ACOY (206)431 -3670 � c,47 a .00 REINSPECTION FEE /�tEQUIRED. Pri. to inspection, fee must be paid / t 6300 Southcenter Blvd., uite 100. Call • schedule reins.ection. r ceipt No: — Date: rss W QQ • � J U • o JjE w LL w • } gJ LL `� a W • w 0 O — O I- W W u. O Z U N O Z COMMENTS: ect Type of Jnspion: ,A-t. ¢. if ei "� � t f rte. - > c, - P? , 1 R / C' / <. /1/1' Q C f :5-1.:7P-- / ,) »L/ 1.f:5- (7 :; 4 ter`' t''.ixy - "s , / (,,...., -', ,4 .i • Pere , ,k),.aci , Lc. -fl7 a m ._ p.m. Requgster: - Phone: Project: ill ,re )re" ..3 if / f4 S ect Type of Jnspion: ,A-t. ¢. if ei "� � t f rte. - AdcJ X 00 e /f ! (7, AJ y Date called: Special instructio s: , 7- ; , c' /et. i -��'= / -', bJ,// d E e4/ v ./rc Date anted: e;-..-7f--/ a m ._ p.m. Requgster: - Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. Y ,/}( (206)431 - 3670) Approved per applicable codes. InspeZtQr: $4,7: i 0 REINSPECTION FEE RE 300 Southcenter Blvd., Suit Receipt No: Corrections required prior to approval. Date: .. UIRED. Priori o inspection, fee must be paid 100. Call toichedule reins•ection. Date: COMMENTS: Type of Inspection: I( ! W /. #1 r/U N' ,r ) r Jiv( r. Address: 2. (C /I A/ 0.-Ai it - ,C, W i t ' \\ . { l..d Q \ , iN e 1'• `�') -4--,o b 1 ,,.)k v ( 4 c,p r\ ,'A ,, L & )c Req ster: L `7 i ct -?,_f Phone: 1 3( //__ Ex rtr 1O • I- n _ ?c:, ■ .- , , I . 4 \\ _V0VWovA_ '1r P!'r1- Project: t / It i f ( P 7" `, I/ / Tr • Type of Inspection: I( ! W /. #1 r/U N' ,r ) r Jiv( r. Address: 2. (C /I A/ 0.-Ai it - ,C, W Dote .IIed: ,,, / c / Special instructions: 6 fit- ,. ( // J' , A C, 4`.t 7trc_. (Al . 5, rT / ./ ii C" t .5( D to anted: /Z I,/CI . . p.m. Req ster: Phone: 1 3( //__ '34 4e INSPECTION NO. s r) — INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Inspector: -`,� 1\4 Date: P)" - Q $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 01 ect: Type of Inspection: Address: yy to f .. D. •=Iled: Special instructions: O% Pf' T sr ���t�y t N si°c "t an., CN 5 f rc plig 6 /O ,4M e : ante 5 ITS m. ■ m' Re�u aster: Phone: £')C(' ,1cf /_c9 7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188\ Approved per applicable codes. COMMENTS: Inspector �) -k n INSPECTION RECORD Retain a copy with permit Corrections required prior to apptoval. PERMIT NO. .s (206)431 -3670 Date: J - o $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: OMMENTS: T pe of Inspection: f % A ( r e < Y ( s . - 4 . . . ') ' H Address: k 0 0 c u %I CI' )3 If• E Oak called: 1 , - - o . e co 1 ,-, r e'' V Special instructions: Date wanted: I -P (am. Requester: I Phone: .206 - .` (CA% -_ r k — - 'N • ,::\ \ /.., - i ,... N ( ' , - IN 1-) „Ni \ <-- cY.,.., ) -..... - C - ■ Poject: ..- ., I 9 6 4 1 i a .Cti. C D L A - , r T pe of Inspection: f % A ( r e < Y ( s . - 4 . . . ') ' H Address: k 0 0 c u %I CI' )3 If• E Oak called: Special instructions: Date wanted: (am. Requester: I Phone: .206 - .` : •-::- .-.) '' INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 'Approved per applicable codes. Corrections required prior to approval. Inspector: ,—, / 1 1 4147.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid t... at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C.& ) PERMIT NO. f ) ) (206)431-3670 r ip Date: (C ? Receipt No: Date: COMMENTS: r i l - ..V.AATee-L- Type of Inspection: 4%4 cAlt...- ( . A # dress: - 00 a __ ( Special instructions...,, pfe iiitli vU'41 1,40) I ift6 d ' I V a f ' C iri4-, 1 10 1 #410 C ; a-i C •r() # . ........... p.m. \A 443 0 ( -I r ( (--".) :4? a , - c--- 4 ' ( -\,. 1 rr P.,1 ••.> % - - .- ■ U ‘ \ L., N f- tp,le) T-.., i ‘-- (N.-k r, 1, f„.‘ . ---,) c.„ v..,, \ " •■.,) k 6 6 --k- C., F- , 1 r :-.. .... 4- ,\--,:„. * (IN '''''- " r'. •"'• e" r ,?--, \ . • 'i I ) '::"--. :1- t 1.2 4 \ , , I - -- h. ; ' N ..f Pr • c : kaL4..4m. r i l - ..V.AATee-L- Type of Inspection: 4%4 cAlt...- ( . A # dress: - 00 a __ Date called; Special instructions...,, pfe iiitli vU'41 1,40) I ift6 d ' I V a f ' C iri4-, 1 10 1 #410 C ; a-i C •r() # 11 ate wante• --; i j ir - (:)/ . ........... p.m. Requester: N ir (7 6 1 1 — ) C) INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ,,.• ••• • • Approved per applicable codes. El Corrections required prior to approval. $471.0 REINSPECTION EE REQUIRED. Pri r to inspection, fee must be pale' at 600 Southcenter Blvd., Suite 100. Call t schedule rehispection. Date: `1 [Receipt No: INSPECTION RECORD Retain a ropy with permit (206)431-3670 v COMMENTS: Type of Inspection: i _ tr _ r c n � .,. s tA, , :...s: `7; p(, iFt d (t( ► )fit' .W Date c Iled: - 7 ip( / c l — Pre SP 1.4i.PrP lam' re s. - i V e ( • trig. ill • • • - ti '` i_A1p1P( L c� t) ) ✓,- 1 . , —� —T,)11 (-� `` f ' C 'Cav IC, 1 Ct v` r t A ' eCt• Via` � � _ r y • - , C f '�( Type of Inspection: i _ tr _ r c n � .,. s tA, , :...s: `7; p(, iFt d (t( ► )fit' .W Date c Iled: - 7 ip( / c l . ;# Special instructions: Date w nted: -z3 c a.m. p.m. Reg ester: Phone: INSPECTION NO. Inspector � f INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, 100, Tukwila, WA 98188 t.0 tt C.rI --C e4, cc 11 tpproved per applicable codes. fJ Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431 -3670 Date: - 7-#23-0 I Pro'ect: Type of Inspection: 1 Z•_1 - " '. A A• •ress: Date called: , ,,. s.i Special instructions: / ' Date wanted: / ' l.-V R a.m. Ir'm✓ Requester: ( / ) J / Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Receipt No: Z; . (- P Date: (206)431 - 3670 Corrections required prior to approval. $47.00 REINSPECTION FIE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: Date: Z /(7; COMMENTS: Type of Inspection: ( J.1441— I v k%- (i', Date called: J o Special instructions: 61( .0/01.- `c t , a.m. p.m. Requester;, ( I (t..Ak,C, ll Phone: fr 6 /LPL t, , . b/ (20/c> 4. •,. r b/ WO a k ( 6/6/° 2. C - 61-4-i L /�P 6- .�.. ,p-a, LA 5 i,1\11,--41" ci f 0 f4-� A ct .LI -r Project: Type of Inspection: ( ess: {/ -C. (i', Date called: J o Special instructions: 7 1 Date wanted: 1 t t / a.m. p.m. Requester;, ( I (t..Ak,C, ll Phone: era nt z-° �fl 5b 555 beiC ccft L ek) INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. PERMIT NO, (206)431 -3670 Corrections required prior to approval. (lhajet.., ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: Date: Receipt No: Date: z tY 2 00 o W 9 � u. W � u a z tu i-o (.) o O — O I-- W W g ti. r5 o w z r O z COMMENTS: Type of Ins ection: ...L... Address: t 7200 Fjr eater CL) ' Date called: O 1 v;.10 Special instructions: Date wanted: (a.m.) Requester: 17 1` 5 cl)Z , 4AF 7D ;, ` 44 ;,t7 K.,,, , (7,71, 5 ( A ! re- i 1 f [ / ? 1- -C (LA / C?, AL,; (,, ..+ I ♦ i f/ 1& i C I e f i,+,...0 ( /h ` 5 I'-/( )r "t/rc:.b kff71 r i4)OCK. M Projgt: ,-- tl ft -.:. -4 -1..(h" Type of Ins ection: ...L... Address: t 7200 Fjr eater CL) ' Date called: O 1 v;.10 Special instructions: Date wanted: (a.m.) Requester: 17 1` } ") , i- 70 r� Phone:, . j, i , () C) — 1 Efn INSPECTION NO. Inspector: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. Date: PERMIT NO. (206)431 -3670 C $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: i )COMMENTS: Type of Inspection: W /� Address: — i dL. Val n 12L (I)AO C Id" L - Special instructions: _ 4 Requester: /iy tt,1 f, / (1 i i z,: / Lt64 f tje► 'R a 6 SO ('. ! +_f k✓1 Al LeiM c" 1 0 •' t y JJ 4.' j N /._.Az., 1 A I.444 ) q.4.604.1 i o,A. Project: Type of Inspection: W /� Address: Date called: Special instructions: Date wanted: a.m. '3 // /)Z p.m. Requester: /iy tt,1 f, / (1 i i z,: Phone: etaiu INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 J Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Corrections required prior to approval. 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: -i COMMENTS: . f , Type r of j /-'1. Inspection: Address: Zoo Fon (t' .41 7 (c.i. f Date called: 1 �.- i Jr r 6 II Special instructions: Date wanted: / 0 ;i l 0 a ( � ' p:rr,. Requester: 17/S 1 Phone: ( ) r 1,, f, : *-(f ( /` (14 6) ? f fI) -' t/ ■? - • 4 _EY ./ rrh r7' ' V 7 ()O • .X r t f IL , , A - 1 - , rte 1 5T 1 -). .1? ,i! /U- 7?< C . . {.a' (,L / 4 C✓ t C4 r 2 V'_ A . / ` / n. " {.(3+.x ( ( X :�! fi r... 1 Pro je�FtN ( . f , Type r of j /-'1. Inspection: Address: Zoo Fon (t' .41 7 (c.i. f Date called: 1 �.- i Jr r Special instructions: Date wanted: / 0 ;i l 0 a ( � ' p:rr,. Requester: 17/S 1 Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Q Approvgd per applicable odes. PERMIT NO. (206)431 -3670 orrections required prior to approval. Inspector: Date: o z---- n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: n .Jf ro .. AK IL ' / /7 , 670 ,U, titJ, (,k-e i �- I t 44 I .., t,.Jc / 4 i'.4. fAft Address: ��^^ V Od `I A f `- f ' -4f eitfrY Date called: / :,.+. . i.E / . Special instructions: y ,7 1 ,( j_ , Date wanted: 1. ` /t X/ Yc r 451-1-1 I A° T ,C,) Requester: AAA eia A r ,' ") Z ci 1 70 44 52-4 - (C.) e C coin .( =• c t..'''+ 0/ / 7i i l <, E, rcr.,1.. S , /zp/ L. --.- - I ( t c 7 Pro(g 6 n .Jf Type of Inspection: f /M� Address: ��^^ V Od `I A f `- f ' -4f eitfrY Date called: / // /of Special instructions: Date wanted: 1. f a.m. i L (' p.m. Requester: AAA f f �,.,�'z C/, Phone: of' INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 u Approved per applicable codes. Inspector: PERMIT NO. (206)431 -3670 Corrections required prior to approval. Date: if El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Recejpt No: Date: 1 COMMENTS: A... Type of Inspection:. d�- ddress• Date called: 1 I/ 30)6 --ttii6 f 4t (j0.-e bAhA ..O L.r 4 kj 1 t:t2A a 0.4 4., p P R q 17i, ,_ -, j , Ci{J g Awl 1 1 ....:. t) 1.4 •... .. .... LA t. a.. . P � 9 t tLZ c.2.4 ,.,,, '. �-- . ti, & , K J , G � E , . '. v1,1 ( Ula.i U l s, Project: * i A... Type of Inspection:. d�- ddress• Date called: Special instructions: Date wanted: a.m. P.m. Requester: Phone: } 1 ) INSPECTION NO. INSPECTION RECORD - Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: 6 Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: j Date: COMMENTS: Type of Inspection: t A' ress: r r I c� ti LI I C- t j J k i F t LV1 ..T4 1"'..�, 7 Date wanted: '\s e b - P) ( 1 ...,s+ t L 0 1 (T1-, S 1A Phone: O 1 /. • 1 • . 1 1. f c , r )k,...._ (11),,,,.,_,..._, :C If b . U ,,,,A, _sue"_ , 2_f) > A 1,„1 �� -Is., c F p,, t , t _4.. --- .Q.Lii A A..e-e.. (0-- cl...t . Project: ((''' j Type of Inspection: t A' ress: r ) Date called: Special instructions: 7 Date wanted: a.m. p.m. Requester: Phone: FLH- FLt INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Ej Corrections required prior to approval. Inspector: I Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 4 COMMENTS: t.k,d..: 1 Type of Inspection: .. ti Address: " 1 °3 c r + .. - tA X I q 1 - 1 4 0 1 bat t4.11 tt It (1, I A___L,t,, . Q0 v . 173' _1 5 r Tk a.m. - ' p.m. Requester: Q) i I AA '1.A i G'i'g ( �r'u.rtt Phone: t' � � it P )34�.4 u re c; F1 � A r (' (. 4`<' a Q adh ICNl 1 S'iNi .o\ITI! c L/A- I i i i 1 l Projec r ( t.k,d..: 1 Type of Inspection: .. ti Address: " 1 °3 c ( - tA X Date called: I( l _. Special instructions: Date wanted: 1+ a.m. - ' p.m. Requester: Q) i I AA '1.A i G'i'g ( �r'u.rtt Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431.3670 Corrections required prior to approval. Inspector: Date: I, 1 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Type of Inspection: V.) p ,, 4 ,, F A.A.4 ,c (f H .7 t k ..Lkr'- i ( tylj*.-.-t 0.. / Z ' 0...1 P iilt i 0 , 7 : -_Lo j_1 ... LA. ),-1,4 .4? 4 ' 01 ( T i.) E ) 4 . 1 ''''''. N < i -7 1 - :-° .-s!'. - .-0-1V*. i P. 4 )- '1* i •1 .• ,,' .,-.1,- ..;....,,,.! . ,--7. , f ...:,(........ , (4 r,,:t... ...S.? ..... _1 4,'" iriA. 0 i - Date wanted: 0. t 0 a.m. p.m. Requester: Project: r . , ( (i)v\I (rtik. ::: ck. t Type of Inspection: V.) Address: Date called: (1 2.., 77- , 1 Special instructions: Date wanted: 0. t 0 a.m. p.m. Requester: Phone: jessimarisk- INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 Approved per applicable codes. E] Corrections required prior to approval. Inspector: Date: , $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: , Type of Inspection: Address: 71 °° '��,.. Cam... t,► -l... Date called: �.. Special instructions: 4 I (4d I ) Date wanted: tr -:+ f 1. es-r t l i -4 Requester: C. ('..A ..+ .c.,... `2 vv., t7 ` -- , 5 i. i 0.44..0".A... v _ °_..'.� LAJ ii yr* 044 ILIA di) Project: ( ,....nkt.,c e , Type of Inspection: Address: 71 °° '��,.. Cam... t,► -l... Date called: �.. Special instructions: / Date wanted: a.m. p.m. Requester: Phone: cn INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Date: ;.* V C $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: Approved per applicable codes. Ell Corrections required prior to approval. Receipt No: Date: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 COMMENTS: Type of Inspection: 1 f -e, i + Date called: q/ 4 70 i 97570 / eaki o th) Ci1.17 1 1 '' I) ...,r; t 1 Nezk, -- - /,U a.m. p.m. Requester: 9 1 57, 4 e /gal il bovo. -Q4.4 f„<.. Cuf/l 1 ::71-0 -)1/ /G.C. 7) 1r()44 1 - 14,- w , ,, r � �! A) f ) &ti ,e/ S-(-11-4 t t j,4 <Ili at..k Pro' ct: (� C�YU� t �, fL .S11t1�.t Type of Inspection: 1 f -e, i + Date called: q/ 4 70 i Address: `?'d f to n (o }. i k Special instructions: Date wanted: ! 1 / a.m. p.m. Requester: Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. Inspector: L) Date: f • j 5 7 0 ! $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: � p Type of Inspection: .— j ( \ .. v 4 . r r'- - 411...i « 1) ) . . 't l ' 1 -- '' 7 , CO" s 1 1 .1(1 1 )1t%-41 , g X Try , I A AA 14r 14 6 iv „A (Zb (Le 1.- c'S I n 0 Ai I t A c.. L.CIA .0",.z..Q4 - 0 , - ?key . ` tx v ._ (0A, .p 4 p e sr A A 4 - ( , 1 f /LLr,L T" t7.._ t""' lam i 3 ilA y X NIT xF (41 T Project: tC � p Type of Inspection: .— j ( \ .. Address: ,,,. 77) t... C $., vkli Date called: < 1313 (jo 1 Special instructions: Date wanted: s k. ) a.m. P.m. Requ ter: Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: t 5401 C� Ei 547.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blyd., Suite 100. Call tq?schedule reinspection. COMMENTS: Type of Inspection: CS , A s: t instru� � y� `"� � Date called: Special ion s r r . A Date wanted: a.m. t� i i m. P• M `t / r ' ail 0101 Phone. . 4 A . • .. J 11 r l • -... AIIIKMILIMN/k ! 1� \ 5 (-Le. =IN e t- p --T-: , c c>0 �' c ) 23 �f ev . tht., Poc, 7) L1)l /19. ,_r ` I © - 41 . . }- ' Al R ' • C•�� 0 ( .l7 4I_ , CZ t 0 r Project; s Type of Inspection: CS , A s: t instru� � y� `"� � Date called: Special ion Date wanted: a.m. t� i i m. P• Request / r ' ail 0101 Phone. f / • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector: INSPECTION RECORD Retain a copy with permit ( „U Date: (206)431 -3670 Approved per applicable codes. jJ Corrections required prior to approval. 3 t r $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: \-- _c tTc^'S �Tyype of Inspection: ,(1; '/ loe:t� !; < !. t h A:39> i Address: � r 7 DO (?). / - T /1 t • ,. Date called: Special instructions: Se o- \ctc d. • Date wanted: a q O 2.7 .0,1,.. p.m. l i O .. pERA:ropt.iNecA r t ,� G ri -9 ...r-1 6,.-1 Requester: t—L-- Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit 1:0-C.:9? I PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: Date: —77 7 f f n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: I Date: COMMENTS: Type of Inspection: t� A _r Ad. ress: Date called: ry JJ t %} t t.e i 4' l � .rr c r r• — 1.vti I ,. (4' , ,, ,., Phone: 6 / i /4' l Lk) 0.4) /i 50i 7/ C / , i / T .. "r , 1 r % - 1 10- / 0 ' )l i f, (L ( ,, /11.-Z-45- / ti lt tN, // (•t, f X. i! ,i -r�l,. , :-1 / :: e , /1 Ai . 1M ter, /, 4f - vn.�� ; .% .,� �..c i, . /,, 114)47---' ( r •, .E IAN (A 4 r ,� 4 4 1 e /)-t ;: /1 t . c.n _ / Project: I fr � - Type of Inspection: t� A _r Ad. ress: Date called: ry JJ Special instructions: Date wanted: II , , OJJ j 1 ' a.m. p.m. Requester; . 4144 t ', (// 56.Ie ,., Phone: ((45 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: January 13, 2003 Mr. John Huish Comfort Suites 7200 Fun Center Way Tukwila, WA 98188 Dear Mr. Huish: city of Tukwila Department of Public Works James F Morrow, RE., Director Subject: Comfort Suites Permit # 001 -091 Completion Bond Enclosed please find check # 7418 in the amount of $1,200.00. This check is reimbursement for the completion of work on the above mentioned permit. If you have any questions, please feel free to call me at (206) 433 -7184. Sincerely, • / Thl i , ‘- (th Laurie Werle Permit Technician enclosure P:Laurie- PermivBond release Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.433 -0179 • Fax: 200431.366 Thank you! P:Laurie-Perm it/Bond release Ciiy of Tukwila MEMORANDUM TO: Laurie Anderson ( l FROM: Laurie Werle �C�� (,c,(,l L v DATE: 12/19/02 SUBJECT: Comfort Suites 7200 Fun Center Way Permit No.: D01 -091 Please draw a check in the amount of $1,200.00 (one thousand two hundred dollars) to be payable to John 1- luish. This check is reimbursement for a $1,200.00 check deposited by John Huish for work to be completed. The project has been completed and finaled by City Inspectors on 12/17//02. Steven M. Mullet, Mayor Department of Public Works James F Morrow, RE., Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 433 -0179 • Fax: 206 - 431 -3665 Project Name Address Sprinklers: Fire Alarm: ;r Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signature FINALAPP.FRM City of Tukwila Fire Department 1 141 Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued r I TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM 1 L ■' • •-r # J •.1 • ,.. � «._..._ .,.e.xp- a�w..w+.m -wt Yf ^ 5 "i PISFINkVA abnn "^q ,. .. ....�......,,. _ i�r`..+rr Permit No. 1 (fl / Date T.F.D. Form F.P. 85 John W. Rants, Mayor Thomas P. Keefe, F7re Chief i G' t `1 Suite # Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone (206) 575-4404 • Fax (206) 575-4439 04/10/2002 11:03 Date: Project Name: Project No: Subject: To: Matt Miller, P.E. 4258275424 Associated Earth Sciences. Inc. �rr AESI PAGE 02/02 Technical Memorandum April 10, 2002 Comfort Suites Hotel, Tukwila, WA KE 006890 Keystone Wall Design John Huish Chuck Sheilds, Poggemeyer From: Matt Miller, PE RECEIVED CITY OF TUKWILA PERMIT CENTER Gentlemen, At your request we have review the site plan provided and have designed the Keystone Wall along the west side of the entrance driveway for the hotel. The wall ranges in height from 4 to 7 feet and is directly adjacent to the roadway for a portion of its' length. Therefore there will be a traffic surcharge on the wall. The following specifications should be used in the installation of the wall: • Wall backfill shall be a free draining granular backfill similar to the wet weather structural fill specified in the geotechnical report prepared by AESI dated November 2000. The reinforced wall backfill shall be compacted to 95% of maximum dry density as per ASTM D:1557 within the full reinforced section. • The base pad for the wall shall consist of a compacted crushed rock or concrete leveling pad. • The block shall be stacked and pinned according to the manufactures specifications. • The reinforcement shall consist of Tensar UX 1400 SB or equivalent. • The soil reinforcement shall be placed every 16 inches for the entire height of the wall beginning 16 inches up from the base. 16 inches is equal to every 2 blocks of vertical facing if using Keystone block. • The horizontal length of the grid that extends behind the wall shall equal the height of the wall. (i.e. 6 foot wall height 6 foot embedment length behind the wall. If you have any further questions please feel free to contact us at 425- 827 -7701. REVISION N _ 911 FIFTH AVENUE • SUITE 100 • KIRKLAND. WA 98033 • P :425/827.7701 • F :4251827 -5424 DO1-0611 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2423049013 Address: 7200 FUN CENTER WY TUKW Suite No: Tenant: PERMIT CONDITIONS Permit Number: D01 -091 Status: ISSUED Applied Date: 03/28/2001 Issue Date: 07/20/2001 1: ***PUBLIC WORKS DEPARTMENT' " 2: THE PERMIT PLANS ARE AN APPROVED SET OF RED -LINED PLANS. THE PERMITEE SHALL PROVIDE A SET OF REVISED PLANS FOR REVIEW AND APPROVAL, WHICH INCLUDE ALL REQUIRED CHANGES SHOWN ON THE APPROVED PLANS, AS SOON AS POSSIBLE AND BEFORE THE BUILDING PILINGS ARE COMPLETED. IF REVISED PLANS ARE NOT SUBMITTED, THE CITY WILL ISSUE A STOP WORK ORDER, UNTIL THE PUBLIC WORKS ISSUES ARE RESOLVED. 3: FROM OCTOBER 1 THROUGH APRIL 30, COVER OR MULCH OTHER DISTURBED AREAS, IF THEY WILL BE UNWORKED MORE THAN 2 DAYS. COVERED MATERIAL MUST BE STOCKPILED ON SITE AT THE BEGINNING OF THIS PERIOD. INSPECT AND MAINTAIN THIS STABILIZATION WEEKLY AND IMMEDIATELY BEFORE, DURING AND IMMEDIATELY FOLLOWING STORMS. FROM MAY 1 THROUGH SEPTEMBER 30, INSPECT AND MAINTAIN TEMPORARY EROSION PREVENTION AND SEDIMENT AT LEAST MONTHLY. ALL DISTURBED AREAS OF THE SITE SHALL BE PERMANENTLY STABILIZED PRIOR TO FINAL CONSTRUCTION APPROVAL. 4: BEFORE PERMANENT ACCESS CONSTRUCTION BEGINS, THE PERMITEE SHALL PROVIDE THE CITY A COPY OF THE RECORDED ACCESS EASEMENT FOR PARCELS 1 AND 2. BEFORE THE BUILDING PILINGS ARE COMPLETE AND BEFORE ANY PUBLIC WORKS RELATED WORK BEGINS, CONTRACTOR SHALL HAVE AN APPROVED SET OF REVISED PLANS ONSITE. 5: The sanitary side sewer shall be PVC SDR 35 and shall be installed with a slope of at least 2",a and with a cleanout at the building. 6: BEFORE installation of the irrigation system, and of the water supply system to the pool and fountain, the Permitee shall provide revised plans showing location, make and model of Washington State Department of Health approved backflow prevention devices. 7: The deduct meter shall be installed near the permanent water meter and shall read flow quantities in cubic feet. 8: FOR REVISION #3 The Land Altering Permit Fee is based upon 2000 cubic yards of fill for the driveway access. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. ANY CHANGES TO APPROVED PLANS REQUIRE PREAPPROVAL BY JASON HILL AND ROBERT BOURDAGES AT 425 - 827 - 5995 AND THE PUBLIC WORKS DEPARTMENT. ALL FILL AND COMPACTION SHALL MEET THE REQUIREMENTS IN TUKWILA FAMILY FUN CENTER PROPOSED NEW HOTEL AND OFFICE BUILDING, PREPARED BY ASSOCIATED EARTH SCIENCES AND DATED NOVEMBER 15, 2000, PROVIDED IN THE PROJECT SPECIFICATIONS. 9: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 10: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 11: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 12: Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. doc: Conditions D01 -091 Printed: 04 -22 -2002 DESCRIPTION STRUCTURAL CALCULATIONS FOR FAMILYFUN CENTER COMFORT SUITES HOTEL TUKWILA, WASHINGTON POGGEMEYER DESIGN GROUP, INC. NW DIVISION MARCH 8, 2001 PDG #00095 FILE COPY understand th,: the VOLUME.! ,! • MAR 28 UU - AD - ROGGEfv'EYER DESIGN GROUP C NSUC!Nci ENGINEERS POI • OCTOBER 24 a 4.. kj PAGES DESIGN CRITERIA DC1 •- DC7 FLOOR /ROOF FR1 -- FR81 LATERAL Li-- L39 POST/COLUMN PC1 -- PC24 FOUNDA770N Fl -- F36 512 Sixth Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax (425) 828 -4850 POGGEMEYER DESIGN GROUP, INC Made By: JLH Date: 01/09/01 Job No. 00095 Consulting Engineers Checked by _Date Sheet No. ac 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828-4850 Description: Design Criteria Job Name: FAMILY FUN CENTER ;s 'M Selsmlc: Solis: Design Criteria Code: Uniform Building Code, 1997 edition Zone 3 4.5 = Bearing wall system, wood structural walls > 3 stories Wind: P= CeCggsI Exposure : B Basic Wind Speed = 80 mph Live Loads: Snow = 25 psf Floor Residential = 40 psf Corridors and Exit Facilities = 100 psf Soil Bearing = 1000 psf (AncJer Structures such as dumpster enclosures end bw screen wets) Lateral Pressure Active Unrestrained Pressure = 35 pcf Active restrained Pressure = 50 pcf Passive Pressure = 250 pcf Soil Friction Coeff. = 0.30 UBC Soil Profile Type = Se Frost Depth = 18 inches Pile References: (Augercast) Design Parameters *Estimated Lengths = 70 to 75 feet. *Minimum Diameter = 18 inches. *(Capacity = 50 tons when embedded a minimum dist of 10 ft into Tower dense stratum). *Additional Lateral Capacity at pile tops = 5 tons with less than 1 inch deflection. *A depth of fixity of 15 feet should be assumed for reinforcement. *Piles with in 10 feet of another should be considered to be in the zone of influence and the lateral capacity of only one of the piles should be used in the design. *Uplift capacity = 10 tons per pile. *No. 8 bar should be installed through the full length of the unset grout column. Refer to Geotechnical Report Prepared By: Associated Earth Science, Inc. Dated November 15, 2000 AESI Contact: Kurt D. Merriman, P.E. Associate Engineer POGGEMEYER DESIGN GROUP, INC Made By: JLH Date: 01/09/01 Job No. 00095 Consulting Engineers Checked by Date Sheet No. b t 2_ 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827-5995 Fax (425) 828-4850 Description: BUILDING WEIGHTS Job Name: FFC COMFORT SUITES 4 Roof Assembly Live Load: Snow Dead Load: Floor Assembly 25.0 psf Roofing 2.0 psf 19/32" Plywood Sheathing 1.9 psf Trusses at 24" o.c. 3.0 psf Insulation 1.0 psf (2) layers of 5/8" GWB 5.6 psf Misc/Mech 2.0 psf Total 15.5 psf Use DL = 16.0 psf Live Load: Residential 40 psf Corridor 100 psf Dead Load: Flooring 1.0 psf 1" Gyp-Crete 8.7 psf 3/4" Plywood 2.3 psf 11 7/8" TJI @ 16" o.c. 2.0 psf Insulation 0.5 psf (2) Layers of 5/8" GWB 5.6 psf RC Channel 0.5 psf Sprinkler 1.5 psf Misc. 1.5 psf Total 23.6 psf Use DL = 24.0 psf gagdgriy,ilLeAumbly 0 10111111110,17.,...,,,,,,;:,(,, • .12:717A11111101110drille 2x6 Stud Wall at 16" o.c. 2.0 psf Insulation 0.5 psf (2) Layers of 5/8 " GWB 5.6 psf Stucco 10.0 psf Misc. 0.5 psf Total 18.6 psf Use DL = 19.0 psf POGGEMEYER DESIGN GROUP, INC Made By: JLH Date: 01/09/01 Job No. 00095 Consulting Engineers Checked by Date Sheet No. n c 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828-4850 Description: BUILDING WEIGHTS Job Name: FFC COMFORT SUITES 4 i /nterfor Wall Assembly Live Load: (2) Layers of 518" GWB 5.6 psf 2x4 Stud Wall 16" o. c. 1.1 psf Insulation 0.5 psf Misc. 0.5 psf Total 7.7 psf Use DL = 8.0 psf Interior Corridor Wall Assembly (2) Layers of 518" GWB 5.6 psf 2x4 Stud Well 8" 0.c. 2.2 psf Insulation 0.5 psf 19/32" Plywood Sheathing 1.8 psf Misc. 1.0 psf Total 11.1 psf Use DL = 11.5 psf Interior Partv Wall Assembiv (3) Layers 518" GWB 8.4 psf Double 2x4 Stud Wall at 16" o. c. 2.2 psf 19/32" Plywood Sheathing 1.8 psf Insulation 0.5 psf Misc. 0.5 psf Total 13.4 psf Use DI. = 13.5 psf peck/Stalr Landing Assembly Exit Facilities 100.0 psf Dead Load: Similar to Floor Assembly 24.0 psf POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland. WA 98033 (425) 827-5995 • Fax (425) 828-4850 Made by ...........\\ IA.. . , 0111q ' rl 1 , kb No. •.),' ' I ' •-• • Checked by Date Sheet No. D C L( Description er - . r ; 1 .\. ,.-- :-...■ • 7. "- Job Name FF C- . : 7 0' 7 PY —,- - .74 Cr) Pi?' C.)6:"?_.7/0/J ,4. CRItz:RIA LOW L. 4: ir (t! kW) 1?/v% k r r z." r - ( ....4., . _... I I 1, ,,...- .4. _ . • t 4 4.4 F.■ Di?, 5 " DIN r' )0 b( ; T7...7t) Rcy,37; •iii-Ar) 12 I le• r /6 „it) 7. (l • T 1 - I Y- / IA) 1 L.:— I /-!.•/:_is II 7 \ al ib ) — ,...4/ , y ; 1 , ) POGGEMEYER DESIGN GROUP,INC Made By JLH Date: 1/19/01 Job No.: 00095 Consulting Engineers Checked by Date: Sheet No.: 6t 5 512 6th Street South, Suite 202 Kirkland, WA 98034 _ _ (425) 827 -5995 Fax (425) 828 -4850 Description: ROOF FRAMING OVER FLAT ROOF Job Name: FFC COMFORT SUITES Agita raj 'M Snow Drift on Roof 1997 UBC Appendix if roof step, set factor =l.0; if parapet, set factor -0.5 factor= 0.5 Pg= 36 psf - ground snow load Ce= 0.70 exposure factor , table A -16 -A I= 1 importance factor from table A -16 -B Pf= 25 psf determined by Ce'i'Pg Wb= 50 ft - note: must be min 50, max 500' - width of roof hr= 8 ft - hight of roof step D= 18.64 pcf weight of drifted snow, determined by 0.13'Pg +14.0 <= 35 pcf hb= 1.34 ft - ht of balanced snow load on lower roof , determined by PfID hd= 1.83 ft - ht of drift determined by hd =( 0. 43 *(Wb)"(1/3) *(Pg +10) "(1/4) -1.5 )' factor NOTE: hd has been increased by a factor of 1.4 Per 4'hd= 7.33 Section 1644.4 of the 1997 UBC, Sliding Snow 4'(hr -hb)= 26.64 Wd= 7.33 ft - width drift on lower roof ( taken as min of above two expressions) (hr- hb) /hb= 4.97 Drift needs to be considered maximum intensity of snowload at the high of the drift: Pm= 59.18 psf - determined by D *(hd +hb) <= D'hr for hand talc adjustments for short lower roofs: peak surcharge on uniform snow load = 34.18 psf Additional to 25psf Note: sliding snow must be considered if upper roof slope is >2:12, and lower roof is closer than hr, or 20 ft. L= 7.33 ft 34.18 psf 25 psf 59.18 psf POGGEMEYER DESIGN GROUP,INC Made By JLH Date: 1/19/01 Job No.: 00095 Consulting Engineers Checked by Date: Sheet No.: n c G 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: PARAPET WALL ABOVE ROOF Job Name: FFC COMFORT SUITES Snow Drift on Roof 1997 UBC Appendix if roof step, set factor =1.0; if parapet, set factor =0.5 factor= 0.5 Pg= Ce= 1= Pf= N0 N LL w u . rn a w hd= 1.31 ft - ht of drift determined by hd =( 0. 43 *(Wb)"(1/3) *(Pg +10) ^(1/4) -1.5 )* factor n o v o - 4 *hd= 5.24 o F- 4*(hr-hb)= 18.64 O w z = O 1-- z Wd= (hr- hb) /hb= 36 psf - ground snow Toad 0.70 exposure factor , table A -16 -A 1 importance factor from table A -16 -B 25 psf determined by Ce *I *Pg Wb= 50 ft - note: must be min 50, max 500' - width of roof hr= 6 ft - hight of roof step D= 18.64 pcf weight of drifted snow, determined by 0.13 *Pg +14.0 <= 35 pcf hb= 1.34 ft - ht of balanced snow load on lower roof , determined by Pf /D 5.24 ft - width drift on lower roof ( taken as min of above two expressions) 3.47 Drift needs to be considered maximum intensity of snowload at the high of the drift: Pm= 49.41 psf - determined by D *(hd +hb) <a D *hr for hand calc adjustments for short lower roofs: peak surcharge on uniform snow load = 24.41 psf Additional to 25psf Note: sliding snow must be considered if upper roof slope is >2:12, and lower roof is closer than hr, or 20 ft. L= 5.24 ft 24.41 psf 25 psf 49.41 psf POGGEMEYER DESIGN GROUP INC Made By: JLH Date: 1/19/01 Job No.: 00095 Consulting Engineers Checked by Date: Sheet No.: p C 7 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828-4850 _ D • tion: PARAPET WALL ABOVE ROOF • Job Name: FFC COMFORT SUITES +q Snow Drift on Roof 1997 UBC Appendix if roof step, set factor =1.0; if parapet, set factor =0.5 factor= 0.5 Pg= 36 psf - ground snow load Ce= 0.70 exposure factor , table A -16 -A I= 1 importance factor from table A -16 -B Pf= 25 psf determined by Ce*I *Pg Wb= 50 ft - note: must be min 50, max 500' - width of roof hr= 8 ft - hight of roof step 18.64 pcf weight of drifted snow, determined by 0.13 *Pg +14.0 <= 35 pcf hb= 1.34 ft - ht of balanced snow load on lower roof , determined by Pf /D hd= 1.31 ft - ht of drift determined by hd =( 0. 43 *(Wb) "(1/3) *(Pg +10) "(1/4) -1.5 )* factor 4 *hd= 5.24 4 *(hr -hb)= 26.64 Wd= 5.24 ft - width drift on lower roof ( taken as min of above two expressions) (hr- hb)/hb= 4.97 Drift needs to be considered maximum intensity of snowload at the high of the drift: Pm= 49.41 psf - determined by D *(hd +hb) <= D *hr for hand calc adjustments for short lower roofs: peak surcharge on uniform snow load = 24.41 psf Additional to 25psf Note: sliding snow must be considered if upper roof slope is >2:12, and lower roof is closer than hr, or 20 ft. L= 5.24 ft 24.41 psf 25 psf 49.41 psf z w t 00 y o W w w g u_ 4 z w U� ON 0t° 111 u U U � O z Uniformly Loaded Floor Beam( AISC 9th Ed AS.. i StruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -22 -2001 Project: 00095 - Location: GRID NORTH 8 9 10 13 SOUTH 911 1214 Summary: A572 -50 W24x76 x 34.0 FT Section Adequate By: 12.0% Controlling Factor. Moment Deflections: Dead Load: DLD= 0.71 IN Live Load: LLD= 0.77 IN = U530 Total Load: TLD= 1.48 IN = U276 Reactions (Each End): Live Load: RL= 26520 LB Dead Load: RD= 24327 LB Total Load: RT= 50847 LB Bearing Length Reqd.: BL= 1.44 IN Beam Data: Span: L= 34.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Dead Load: DL= 72 PSF Side One: Floor Uve Load: LL1= 120 PSF Tributary Load Span(Side One): TW1= 6.5 FT Side Two: Floor Live Load: L12= 120 PSF Tributary Load Span(Side Two): TW2= 6.5 FT Wall Load: WALL= 419 PLF Average Uniform Uve Load: LLave= 120 PSF Beam Loading: Beam Total Live Load: wL= 1560 PLF Beam Self Weight: BSW= 76 PLF Beam Total Dead Load: wD= 1431 PLF Total Maximum Load: wT= 2991 PLF Controlling Total Design Load: wTcont= 2991 PLF Properties for :A572 -50 W24x76 Yield Stress: Fy= 50 KSI Depth: d= 23.92 N Web Thickness: tw= 0.44 N Flange Width: bf= 8.99 N Flange Thickness: tf= 0.68 N Distance to Web Toe of Fillet: k= 1.44 N Moment of Inertia About X -X Axis: Ixx= 2100.0 N4 Section Modulus About X -X Axis (Calculated): Sxx= 176.0 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 2.29 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.61 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 54.36 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 1.33 FT Limiting Unbraced Length for Fb =.66'Fy: L 8.052 FT Allowable Bending Stress: - Fb= 33.0 KSI Web Width to Thickness Ratio: h/tw= 47.8 Limiting Width to Thickness Ratio for Fv=.4*Fy: AWSL= 53.7 Allowable Shear Stress:.. Fv= 20.0 KSI Design Requirements Comparison: :Nominal Moment Strength: Mn= 484000 FT -LB Controlling Moment: Mu= 432200 FT -LB Nominal Shear. Strength: Vn= 210496 LB Maximum Shear: V= 50847 LB Moment of Inertia: ireq= 1824 1N4 I= 2100 IN4 Uniformly Loaded Floor Beam( RISC 9th Ed Aar I StruCaic 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -22 -2001 Project: 00095 - Location: GRID 8 ( Summary: A572 -50 W18x35 x 19.0 FT Section Adequate By: 19.0% Controlling Factor. Moment Deflections: Dead Load: DLD= 0.28 IN Uve Load: LLD= 0.31 IN = L/737 Total Load: TLD= 0.58 IN = U390 Reactions (Each End): Live Load: RL= 14820 LB Dead Load: RD= 13205 LB Total Load: RT= 28025 LB Bearing Length Regd.: BL= 1.13 IN Beam Data: Span: L= 19.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Dead Load: DL= 72 PSF Side One: Floor Uve Load: LL1= 120 PSF Tributary Load Span(Side One): TW1= 6.5 FT Side Two: Floor Live Load: LL2= 120 PSF Tributary Load Span(Side Two): TW2= 6.5 FT Wall Load: WALL= 419 PLF Average Uniform Live Load: LLave= 120 PSF Beam Loading: Beam Total Uve Load: wL= 1560 PLF Beam Self Weight: BSW= 35 PLF Beam Total Dead Load: wD= 1390 PLF Total Maximum Load: wT= 2950 PLF Controlling Total Design Load: wTcont= , 2950 PLF Properties for :A572 -50 W18x35 Yield Stress: Fy= 50 KSI Depth: d= 17.70 N Web Thickness: tw= 0.30 N Flange Width: bf= 6.00 N Flange Thickness: tf= 0.43 N Distance to Web Toe of Fillet: k= 1.13 N Moment of Inertia About X -X Axis: Ixx= 510.0 N4 Section Modulus About X -X Axis (Calculated): Sxx= 57.6 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.49 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.06 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Budding Ratio: WBR= 59.0 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 1.33 FT Limiting Unbraced Length for Fb= .66•Fy: Lc= 4.802 FT Allowable Bending Stress: Fb= 33.0 KSI Web Width to Thickness Ratio: h/tw= 51.5 Umiting Width to Thickness Ratio for Fv=.4•Fy: AWSL= 53.7 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Nominal Moment Strength: Mn= 158400 FT -LB Controlling Moment: Mu= 133119 FT -LB Nominal Shear Strength: Vn= 106200 LB Maximum Shear: V= 28025 LB Moment of Inertia: Ireq= 314 IN4 1= 510 IN4 .a rt 3 Uniformly Loaded Floor Beam( AISC 9th Ed Abs.; 1 StruCaic 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -22 -2001 Project: 00095 - Location: GRID 8 (5� Summary: A572 -50 W16x26 x 15.0 FT Section Adequate By: 27.7% Controlling Factor: Moment Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Regd.: Beam Data: Span: Maximum Unbraced Span: Uve Load Deflect. Criteria: Total Load Deflect. Criteria: Floor Loading: Floor Dead Load: Side One: Floor Live Load: Tributary Load Span(Side One): Side Two: Floor Uve Load: Tributary Load Span(Side Two): Wall Load: Average Uniform Uve Load: Beam Loading: Beam Total Uve Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Controlling Total Design Load: Properties for.A572 -50 W16x26 Yield Stress: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X -X Axis: Section Modulus About X -X Acids (Calculated): Radius of Gyration of Compression Flange + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flange Budding Ratio: Allowable Flange Buckling Ratio: Web Buckling Ratio: Allowable Web Budding Ratio: Control!I Unbraced Length: Limiting Unbraced Length for Fb=.66*Fy: Allowable Bending Stress: Web Width to Thickness Ratio: Umiting Width to Thickness Ratio for Fv=.4 "Fy: Critical Web Stress Ratio: Shear Budding Coefficient: Allowable Shear Stress: Design Requirements Comparison: Nominal Moment Strength: Controlling Moment: Nominal Shear Strength: Maximum Shear: Moment of Inertia: DLD= LLD= TLD= RL= RD= RT= BL= L= Lu= U U DL= LL1= TW1= LL2= WALL= LLave= wL= BSW= wD= Fy= d= tw= tf== k= Sox= rt= FBR= AFBR= WBR= AWBR= Lb= L� Fb= h/tw= AWSL= Cv= kv= Fv= Mn= Mu= Vn= V= Ireq= I= 0.18 0.20 0.38 11700 10358 22058 2.12 15.0 1.33 360 240 72 PSF 120 PSF 6.5 FT 120 PSF 6.5 FT 419 PLF 120 PSF 1560 PLF 28 PLF 1381 PLF 2941 PLF 2941 PLF 50 KSI 15.69 N 0.25 N 5.50 N 0.34 N 1.06 N 301.0 N4 38.4 N3 1.36 N 7.97 9.19 62.76 90.51 1.33 4.031 33.0 54,3 53.7 1.5 8.6 20.0 105600 82716 78450 22058 154 301 IN IN =U884 IN = U469 LB LB LB IN FT FT FT FT KSI KSI FT-LB FT -LB LB LB IN4 IN4 .r4, P e( Uniformly Loaded Floor Beam( AISC 9th Ed Aa.. StruCafc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -22 -2001 Project: 00095 - Location: GRID 10 tsl Summary: A572-50 W18x50 x 23.0 FT Section Adequate By: 24.7% Controlling Factor: Moment Deflections: Dead Load: DLO= 0.38 IN Live Load: LLD= 0.42 IN = 1/652 Total Load: TLD= 0.80 IN = L/343 Reactions (Each End): Live Load: RL= 17940 LB Dead Load: RD= 18158 LB Total Load: RT= 34098 LB Bearing Length Regd.: BL= 1.25 IN Beam Data: Span: L= 23.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Deflect. Criteria: V 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Dead Load: DL= 72 PSF Side One: Floor Live Load: LL1= 120 PSF Tributary Load Span(Side One): TW1= 6.5 FT Side Two: Floor Live Load: LL2= 120 PSF Tributary Load Span(Side Two): TW2= 6.5 FT Wall Load: WALL= 419 PLF Average Uniform Live Load: LLave= 120 PSF Beam Loading: Beam Total Live Load: wL= 1560 PLF Beam Self Weight: BSW= 50 PLF Beam Total Dead Load: wD= 1405 PLF Total Maximum Load: wT= 2965 PLF Controlling Total Design Load: wTcont= 2965 PLF Properties for.A572 -50 W18x50 Yield Stress: Fy= 50 KSI Depth: idmess: tw= 0.35 N Flange Width: bf= 7.49 N Flange Thickness: tf= 0.57 N Distance to Web Toe of Fillet: k= 1.25 N Moment of Inertia About X -X Axis: Ixx= 800.0 N4 Section Modulus About X -X Axis (Calculated): Sxx= 88.9 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.94 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.57 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 50.68 _Allowable_Web Budding Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 1.33 FT Limiting Unbraced Length for Fb= .66 °Fy: Lc= 6.713 FT Allowable Bending Stress: Fb= 33.0 KSI Web Width to Thickness Ratio: h/tw= 43.6 Limiting Width to Thickness Ratio for Fv=.4 "Fy: AWSL= 53.7 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Nominal Moment Strength: Mn= 244475 FT-LB Controlling Moment: Mu= 196061 FT -LB Nominal Shear Strength: Vn= 127729 LB Maximum Shear V= 34098 LB Moment of Inertia: lreq= 560 IN4 I= 800 1N4 z Uniformly Loaded Floor Beam( AISC 9th Ed At 1 StruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -22 -2001 Protect: 00095 - Location: GRID 10 k5) Summary: A572 -50 W16x26 x 11.0 FT Section Adequate By: 137.4% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.05 IN Uve Load: LLD 0.06 IN = L/2242 Total Load: TLD= 0.11 IN = U1189 Reactions (Each End): Uve Load: RL= 8580 LB Dead Load: RD= 7596 LB Total Load: RT= 16176 LB Bearing Length Regd.: BL= 1.06 IN Beam Data: Span: L= 11.0 FT Maximum Unbraced Span: Lu= 1.33 FT Uve Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Dead Load: DL= 72 PSF Side One: Floor Uve Load: LL1= 120 PSF Tributary Load Span(Side One): TW1= 6.5 FT Side Two: Floor Uve Load: LL2= 120 PSF Tributary Load Span(Side Two): TW2= 6.5 FT Wall Load: WALL= 419 PLF Average Uniform Live Load: LLave= 120 PSF Beam Loading: Beam Total Uve Load: wL= 1560 PLF Beam Self Weight: BSW= 26 PLF Beam Total Dead Load: wD= 1381 PLF Total Maximum Load: wT= 2941 PLF Controlling Total Design Load: wTcont= 2941 PLF Properties forA572-50 W16x26 Yield Stress: Fv= 50 KSI Depth: d= 15.69 N Web Thickness: tw= 0.25 N Flange Width: bf= 5.50 N Flange Thickness: tf= 0.34 N Distance to Web Toe of Fillet: k= 1.06 N Moment of Inertia About X -X Axis: hoc= 301.0 N4 Section Modulus About X -X Axis (Calculated): S oc= 38.4 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.36 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.97 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Budding Ratio: WBR= 82.76 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Uribfaced Length: Lb= 1.33 FT Limiting Unbraced Length for Fb=.66*Fy: L 4.031 FT Allowable Bending Stress: Fb= 33.0 KSI Web Width to Thickness Ratio: h/tw= 54.3 Umiting Width to Thickness Ratio for Fv=.4 *Fy: AWSL= 53.7 Critical Web Stress Ratio: Cv= 1.7 Shear Budding Coefficient: kv= 12.1 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Nominal Moment Strength: Mn= 105600 FT -LB Controlling Moment: Mu= 44483 FT -LB Nominal Shear Strength: Vn= 78450 LB Maximum Shear: V= 16176 LB Moment of Inertia: Ireq= 61 IN4 1= 301 IN4 M Uniformly Loaded Floor Beam(' AISC 9th Ed AS1.,1 StruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -22 -2001 . Project: 00095 - Location: GRID 17 818 GS) Summary: A572 -50 W24x55 x 26.0 FT Section Adequate By: 24.9% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.37 IN Live Load: LLD= 0.41 IN = L/762 Total Load: TLD= 0.78 IN = L/400 Reactions (Each End): im Live Load: RL= 20280 LB Dead Load: RD= 18330 LB Total Load: RT= 38810 LB Bearing Length Regd.: BL= 1.31 IN Beam Data: Span: L= 26.0 FT Maximum Unbraced Span: Lu= 1.33 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 ' Floor Loading: Floor Dead Load: DL= 72 PSF Side One: Floor Live Load: LL1= 120 PSF Tributary Load Span(Side One): TW1= 6.5 FT Side Two: Floor Uve Load: LL2= 120 PSF Tributary Load Span(Side Two): TW2= 8.5 FT Wall Load: WALL= 419 PLF Average Uniform Uve Load: LLave= 120 PSF Beam Loading: Beam Total Uve Load: wL= 1560 PLF Beam Self Weight: BSW= 55 PLF Beam Total Dead Load: wD= 1410 PLF Total Maximum Load: wT= 2970 PLF Controlling Total Design Load: wTcont= 2970 PLF Properties for.A572-50 W24x55 Yield Stress: Fy= 50 KSI Depth: d= 23.57 N Web Thickness: tw= 0.40 N Flange Width: bf= 7.01 N Flange Thickness: tf= 0.50 N Distance to Web Toe of Fillet: k= 1.31 N Moment of Inertia About X -X Axis: hoc= 1350.0 N4 Section Modulus About X -X Axis (Calculated): Sxx= 114.0 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.68 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.94 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Budding Ratio: WBR= 59.67 Allowable Web Budding Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 1.33 FT Limiting Unbraced Length for Fb=.86*Fy: Lc= 5.003 FT Allowable Bending Stress: Fb= 33.0 KSI Web Width to Thickness Ratio: h/tw= 53.0 Limiting Width to Thickness Ratio for Fv=.4 "Fy: AWSL= 53.7 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Nominal Moment Strength: Mn= 313500 FT -LB Controlling Moment: Mu= 250965 FT -LB Nominal Shear Strength: Vn= 186203 LB Maximum Shear. V= 38610 LB Moment of inertia: Ireq= 810 IN4 1= 1350 IN4 Multi- Loaded Beam( AISC 9th Ed ASD 1 Ver: b.02 By: JASON HILL , POGGEMEYER DESIGN GROUP. INC on: 02 -13 -2001 : 11:29:05 AM Project: 00095 - Location: BETWEEN GRIDS 5 & 7 (O Summary: A572 -50 W27x84 x 13.0 FT Section Adequate By: 286.5% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD- Center= Uve Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Uve Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn-A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Uve Load: LL- Rxn -B= Dead Load: DL- Rxn-B= Total Load: TL- Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lug -Top= Center Span Unbraced Length - Bottom of Beam: Lu2- Bottom= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: V Center Span Loading: Uniform Load: Uve Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Uve Load: Dead Load: Location (From left end of span): Properties for. W27x84/A572 -50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X -X Axis: Section Modulus About X -X Axis: Radius of Gyration of Compression Flange + 1/3 of Web: Design Properties per AISC Steel Construction Manual: • Flange Buckling Ratio: Allowable Flange Buckling Ratio: Web Buckling Ratio: Allowable Web Budding Ratio: Controlling Unbraced Length: Umiting Unbraced Length for Fb= .68 *Fy: Limiting Unbraced Length for Fb=.6 *Fy w/ Cb: Moment Gradient Bending Coefficient: Allowable fb per ASD Eqn F1-6: Allowable fb per ASD Eqn F1 -7: Allowable fb per ASD E F1 -8: Elastic Umit of ASD Eqn F1-6: Allowable Bending Stress: Web Height to Thickness Ratio: Limiting Web Height to Thickness Ratio for Fv=.4*Fy: Critical Web Stress Ratio: Shear Budding Coefficient: Allowable Shear Stress: Design Requirements Comparison: Nominal Moment Strength: Controlling Moment: 7.93 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead Toads and live Toads on span(s) 2 Nominal Shear Strength: Vr= 229566 LB Maximum Shear. V= 29221 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 Moment of Inertia: Ireq= 191.6 IN4 1= 2850.0 IN4 13916 LB 8612 LB 22529 LB 1.38 IN 20609 LB 8812 LB 29221 LB 1.38 IN wL -2= 425 wD-2= 1241 BSW= 84 wT -2= 1750 PL1 -2= 29000 PD1 -2= 0 X1 -2= 8.0 FY= 50 E= 29000 d= 26.71 tw= 0.48 bf= 9.96 tf= 0.64 k= 1.38 Ix= 2850.00 Sx= 213.00 rt= 2.49 FBR= 7.78 AFBR= 9.19 WBR= 58.07 AWBR= 90.51 Lb= 13.0 Lc= 7.96 Lu= 9.37 Cb= 1.0 F1 -6= 26.92 F1 -7= 30.0 F1-8= 18.36 EL1-6= 20.96 Fb= 26.92 h/tw= 55.28 h/tw- Limit= 53.74 Cv= 1.0 kv= 5.45 Fv= 19.62 Mr= 477826 M= 123629 13.0 FT 13.0 FT 13.0 FT 240 PLF PLF PLF PLF LB LB FT KSI KSI N N N N N4 N3 N FT FT FT KSI KSI KSI FT KSI KSI FT -LB FT -LB Pa 7 0.01 IN 0.03 IN = L/5355 0.04 IN = L/3959 Multi- Loaded Beam( AISC 9th Ed ASD Ve By: JASON HILL . POGGEMEYER DESIGN GROUP, INC on: Project: 00095 - Location: GRIDS I BETWEEN 7 & 9 CO Summary: A572 -50 W30x108 x 28.0 FT Section Adequate By: 27.2% Controlling Factor: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Uve Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length- Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Uve Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Properties for. W30x108/A572 -50 Yield Stress: Modulus of Elastidty: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X -X Axis: Section Modulus About X -X Axis: Radius of Gyration of Compression Flange + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: Allowable Flange Buckling Ratio: Web Buckling Ratio: Allowable Web Buckling Ratio: Controlling Unbraced Length: Limiting Unbraced Length for Fb= .66'Fy: Limiting Unbraced Length for Fb =.6'Fy w/ Cb: Moment Gradient Bending Coefficient: Allowable fb per ASD Eqn F1 -6: Allowable fb per ASD Eqn F1 -7: Allowable fb per ASD Eqn F1 -8: Elastic Limit of ASD Eqn F1 -6: Allowable Bending Stress: Web Height to Thickness Ratio: • Limiting Web Height to Thickness Ratio for Fv=.4 "Fy: Allowable Shear Stress: Design Requirements Comparison: Nominal Moment Strength: Controlling Moment: 14.04 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength: Vr= 325147 LB Maximum Shear: V= 56257 LB 26.0 Ft from Left Support of Span 3 (Right Span) Critical shear created by combining all dead loads and live loads on span(s) 2 . ,.02 02 -12 -2001 : 2:32:42 PM DLO- Center LLD - Center= TLD- Center= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn-B= BL -B= L2= Lu2 -Top= Lu2 - Bottom= U U wL -2= 425 wD-2= 1241 BSW= 108 wT -2= 1774 PL1 -2= 14820 PD1 -2= 13205 X1 -2= 13.0 PL2 -2= 35000 PD2 -2= 0 X2-2= 14.25 28752 LB 24139 LB 52892 LB 1.56 IN 32118 LB 24139 LB 56257 LB 1.56 IN Fy= 50 E= 29000 d= 29.83 tw= 0.55 bf= 10.48 tf= 0.76 k= 1.56 Ix= 4470.00 Sx= 299.00 rt= 2.61 FBR= 6.89 AFBR= 9.19 WBR= 54.73 AWBR= 90.51 Lb= 13.0 Lc= 8.9 Lu= 9.82 Cb= 1.0 F1 -6= 27.5 F1 -7= 30.0 F1 -8= 20.53 EL1-6= 21.97 Fb= 27.5 h /tw= 51.94 h/tw- Limit= 53.74 Fv= 20.0 Mr= 685108 M= 538608 0.17 IN 0.27 IN = U1136 0.45 IN = U700 26.0 FT 13.0 FT 13.0 FT 380 240 PLF PLF PLF PLF LB LB FT LB LB FT KSI KSI N N N N N4 N3 N FT FT FT KSI KSI KSI FT KSI KSI FT -LB FT-LB Page: 2 Multi- Loaded Beam( AISC 9th Ed ASD 1 Ver: 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 02 -12 -2001 : 2:32:42 PM Project: 00095 - Location: GRIDS I BETWEEN 7 & 9 Moment of Inertia: keg= 1533.6 IN4 I= 4470.0 IN4 �I� 7 v.. FR /c Multi- Loaded Beam( AISC 9th Ed ASD I .AruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -22 -2001 Project: 00095 - Location: GRID I BETWEEN GRIDS 10 811 (,$) Summary: A572 -50 W24x68 x 13.0 FT Section Adequate By: 79.4% Controlling Factor. Moment Deflections: Dead Load: OLD= 0.05 IN Live Load: LLD= 0.04 IN = L/3910 Total Load: TLD= 0.09 IN = U1782 End Reactions(Left Side): Uve Load: RL1= 20103 LB Dead Load: RD1= 24415 LB Total Load: RT1= 44517 LB End Readions(Ripht Side): Live Load: RL2= 11943 LB Dead Load: RD2= 16929 LB Total Load: RT2= 28872 LB Bearing Length Reqd.(Left) : BL1= 1.38 IN Bearing Length Reqd.(Right): BL2= 1.38 IN Bearing for P1: BL P1= 1.38 IN Beam Data: Span: L= 13.0 FT Maximum Unbraced Span: Lu= 13.0 FT Live Load Deflect. Criteria: U 380 Total Load Deflect. Criteria: L/ 240 Uniform Load: Live Load: wL= 425 PLF Dead Load: wD= 1241 PLF Beam Self Weight: BSW= 68 PLF Total Load: wT= 1734 PLF Concentrated Load P1: Uve Load: PL1= 26520 LB Dead Load: PD1= 24327 LB Total Load: PT1= 50847 LB Location: X1= 4.5 FT Properties forA572 -50 W24x68 Yield Stress: Fy= 50 KSI Depth: d= 23.73 N Web Thickness: tw= 0.41 N Flange Width: bf= 8.97 N Flange Thickness: tf= 0.58 N Distance to Web Toe of Fillet: k= 1.38 N Moment of Inertia About X -X Axis: hoc= 1830.0 N4 Section Modulus About X -X Axis (Calculated): Sxx= 154.0 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 2.26 N Design Properties per AISC Steel Construction Manual: Flange Budding Ratio: FBR= 7.66 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Budding Ratio: WBR= 57.18 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 13.0 FT Limiting Unbraced Length for Fb= .66•Fy: Lc= 7.367 FT Limiting Unbraced Length for Fb =.6•Fy w/ Cb: Lu= 8.506 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1-6: F1-6= 25.55 KSt Allowable fb per ASD Eqn F1 -7: F1 -7= 30.0 KSI Allowable fb per ASO Eqn F1-8: F1-8= 17.0 KSI Elastic Limit of ASD Eqn F1-6: EL1-6= 19.021 FT Allowable Bending Stress: Fb= 25.55 KSI Web Width to Thickness Ratio: h/tw= 50.6 Limiting Width to Thickness Ratio for Fv= .4•Fy: AWSL= 53.7 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Nominal Moment Strength: Mn= 327865 FT-LB Controlling Moment: Mu= 182762 FT-LB 4.501 FT From Left Support Nominal Shear Strength: Vn= 196959 LB Maximum Shear: V= 44517 LB Moment of inertia: Ireq= 247 IN4 1= 1830 1N4 Multi- Loaded Beam( AISC 9th Ed ASD i L.. iCafc 4.06 By: JASON HILL. POGGEMEYER DESIGN GROUP, INC on: 01 -22 -2001 Project: 00095 - Location: GRID I BETWEEN GRIDSIA XX `t - %• (3) Summary: A36 W24x55 x 11.0 FT Section Adequate By: 150.2% Controlling Factor: Moment Deflections: Dead Load: DLO= 0.02 IN Live Load: LLD= 0.02 IN = U8682 Total Load: TLD= 0.04 IN = U3616 End Reactions(Left Side): Live Load: RL1= 17016 LB Dead Load: RD1= 20348 LB Total Load: RT1= 37364 LB End Reactions(Right Side): Live Load: RL2= 5599 LB Dead Load: RD2= 10066 LB Total Load: RT2= 15665 LB Bearing Length Regd.(Left) : BL1= 1.31 IN Bearing Length Reqd.(Right): BL2= 1.31 IN Bearing for P1: BL P1= 1.31 IN Beam Data: Span: L= 11.0 FT Maximum Unbraced Span: Lu= 11.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 425 PLF Dead Load: wD= 1241 PLF Beam Self Weight: BSW= 55 PLF Total Load: wT= 1721 PLF Concentrated Load P1: Live Load: PL1= 17940 LB Dead Load: PD1= 16158 LB Total Load: PT1= 34098 LB Location: X1= 2.0 FT Properties for.A36 W24x55 yield Stress: Fr= 36 KSI d= 23.57 N Depth: eb Thickness: tw= 0.40 N Flange Width: bf= 7.01 N Flange Thickness: tf= 0.50 N Distance to Web Toe of Fillet: k= 1.31 N Moment of Inertia About X -X Axis: Ixx= 1350.0 N4 Section Modulus About X -X Axis (Calculated): Sxx= 114.0 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.88 N Design Properties per AISC Steel Construction Manual: Flange Budding Ratio: FBR= 6.94 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 59.67 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 11.0 FT Limiting Unbraced Length for Fb =.66 "Fv: Lc= 6.948 FT Limiting Unbraced Length for Fb =.6 "Fy w/ Cb: Lu= 7.452 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1-6: F1-6= 18.77 KSI Allowable fb per ASD Eqn F1 -7: F1 -7= 21.6 KSI Allowable fb per ASD Eqn F1 -8: F1 -8= 13.64 KSI Elastic Limit of ASD Eqn F1-6: EL1 -6= 16.663 FT Allowable Bending Stress: Fb= 18.77 KSI Web Width to Thickness Ratio: h/tw= 53.0 Limiting Width to Thickness Ratio for Fv=.4 "Fy: AWSL= 83.3 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Nominal Moment Strength: Mn= 178322 FT-LB Controlling Moment: Mu= 71286 FT -LB 2.001 FT From Left Support Nominal Shear Strength: Vn= 134066 LB Maximum Shear. V= 37364 LB Moment of Inertia: ireq= 90 IN4 I= 1350 1N4 z 1 JU 0 C O CO ILI w° u_ w ZO • W to U � O - CU- LL! w Ll.- 5 0 S O FR r2- Multi- Loaded Beam( AISC 9th Ed ASD 1 Su uCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -22 -2001 Project: 00095 - Location: GRID 1 BETWEEN GRIDS 11 &14 (3) Summary: A572 -50 W24x55 x 9.0 FT Section Adequate By: 101.5% Controlling Factor. Moment Deflections: Dead Load: OLD= 0.02 IN Uve Load: LLD= 0.02 IN = U5921 Total Load: TLD= 0.04 IN = U2814 End Reactions(Left Side): Uve Load: RL1= 18119 LB Dead Load: RD1= 20699 LB Total Load: RT1= 38818 LB End Reactions(Right Side): Uve Load: RL2= 12226 LB Dead Load: RD2= 15293 LB Total Load: RT2= 27518 LB Bearing Length Regd.(Left) : BL1= 1.31 IN Bearing Length Reqd.(Right): BL2= 1.31 IN Bearing for P1: BL P1= 1.31 IN Beam Data: Span: L= 9.0 FT Maximum Unbraced Span: Lu= 9.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Uve Load: wL= 425 PLF Dead Load: wD= 1241 PLF Beam Self Weight: BSW= 55 PLF Total Load: wT= 1721 PLF Concentrated Load P1: Uve Load: PL1= 28520 LB Dead Load: PD1= 24327 LB Total Load: PT1= 50847 LB Location: X1= 3.5 FT Properties for.A572 -50 W24x55 Yield Stress: Fv= 50 KSI Depth: d= 23.57 N Web Thickness: tw= 0.40 N Flange Width: bf= 7.01 N Flange Thickness: tf= 0.50 N Distance to Web Toe of Fillet: k= 1.31 N Moment of Inertia About X -X Axis: Ixx= 1350.0 N4 Section Modulus About X -X Axis (Calculated): Sxx= 114.0 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.68 N Design Properties per AISC Steel Construction Manual: Flange Budding Ratio: FBR= 6.94 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 59.67 Allowable Web Budding Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 9.0 FT Umiting Unbraced Length for Fb =.66`Fv: Lc= 5.003 FT Limiting Unbraced Length for Fb=.6'Fy w/ Cb: Lu= 6.323 FT Moment Gradient Bending Coeffident: Cb= 1.0 Allowable fb per ASD Eqn F1-6: F1-6= 26.58 KSI Allowable fb per ASD Eqn F1 -7: F1 -7= 30.0 KSI Allowable fb per ASD Eqn F1-8: F1 -8= 16.68 KSI Elastic Umit of ASD Eqn F1-6: EL1-6= 14.139 FT Allowable Bending Stress: Fb= 26.58 KSI Web Width to Thickness Ratio: h/tw= 53.0 Limiting Width to Thickness Ratio for Fv=.4'Fy: AWSL= 53.7 Allowable Shear Stress: Fv 20.0 KSI Design Requirements Comparison: Nominal Moment Strength: Mn= 252516 FT -LB Controlling Moment: Mu= 125319 FT -LB 3.5 FT From Left Support Nominal Shear Strength: Vn= 186203 LB Maximum Shear: V= 38818 LB Moment of Inertia: Ireq= 115 IN4 1= 1350 1N4 Z w JU 00 2 � LL w g 3 w 4 w N OH w w a O w ca � O Z Multi- Loaded Beam( AISC 9th Ed ASO1 L.. JCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -22 -2001 Project: 00095 - Location: GRID B BETWEEN GRIDS 12 &14 (a' Summary: A572 -50 W24x84 x 22.0 FT Section Adequate By: 18.6° Controlling Factor: Moment Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= End Reactions(Left Side): Live Load: RL1= 17935 LB Dead Load: RD1= 26739 LB Total Load: RT1= 44674 LB End Reactions(Ripht Side): Live Load: RL2= 17935 LB Dead Load: RD2= 26739 LB Total Load: RT2= 44674 LB Bearing Length Reqd.(Left) : BL1= 1.56 IN Bearing Length Reqd.(Right): BL2= 1.56 IN Bearing for P1: BL_P1= 1.56 IN Beam Data: Span: L= 22.0 FT Maximum Unbraced Span: Lu= 11.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 425 PLF Dead Load: wO= 1241 PLF Beam Self Weight: BSW= 84 PLF Total Load: wT= 1750 PLF Concentrated Load P1: ' Live Load: PL1= 26520 LB Dead Load: PD1= 24327 LB Total Load: PT1= 50847 LB Location: X1= 11.0 FT Properties for:A572 -50 W24x84 Yield Stress: Fy= 50 KSI Depth: d= 24.10 N Web Thickness: tw= 0.47 N Flange Width: bf= 9.02 N Flange Thickness: tf= 0.77 N Distance to Web Toe of Fillet: k= 1.56 N Moment of Inertia About X -X Axis: bor= 2370.0 N4 Section Modulus About X -X Axis (Calculated): Sxx= 196.0 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 2.31 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 5.86 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Budding Ratio: WBR= 51.28 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 11.0 FT Limiting Unbraced Length for Fb=.66'Fv: Lc= 8.079 FT Limiting Unbraced Length for Fb=.6*Fy w/ Cb: Lutz 9.606 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Erin F1-6: F1-6= 28.0 KSI Allowable fb per ASD Eqn F1 -7: F1 -7= 30.0 KSI Allowable fb per ASD Eqn F1 -8: F1-8= 26.2 KSI Elastic Limit of ASD Eqn F1-6: EL1-6= 19.442 FT Allowable Bending Stress: Fb= 28.0 KSI Web Width to Thickness Ratio: h/tw= 44.6 Limiting Width to Thickness Ratio for Fv=.4 *Fy: AWSL= 53.7 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Nominal Moment Strength: Controlling Moment: 11.0 FT From Left Support Nominal Shear Strength: Maximum Shear: Moment of Inertia: Mn= Mu= Vn= V= Ireq= 1= 0.24 IN 0.18 IN =L/1463 0.42 IN = L/632 457298 FT -LB 385534 FT -LB 226540 LB 44674 LB 900 1N4 2370 1N4 3113 Multi- Loaded Beamf 97 UBC (91 NDS) 1 L. JCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on 01 -23 -2001 --• Project: 00095 - Location: BEAMS ON I GRID LINE 1 4_ ,- k t_.,) Summary: 5.50 IN x 19.50 IN x 13.0 FT / 24F -V8 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate BV: 22.0° Controlling Factor. Area / Depth Required 17.36 In * Dead toad to live load ratio is high, verify camber requirements. Deflections: Dead Load: DLD= 0.16 IN Live Load: LLD= 0.09 IN = U1733 Total Load: TLD= 0.25 IN = L1619 —' End Reactions(Left Side): Live Load: RL1= 4518 LB Dead Load: RD1= 9393 LB Total Load: RT1= 13910 LB — End Reactions(Right Side): Uve Load: RL2= 4518 LB Dead Load: RD2= 9393 LB Total Load: RT2= 13910 LB Bearing Length Reqd.(Left) : BL1= 3.89 IN Bearing Length Regd.(Right): BL2= 3.89 IN Camber Regd.: Cr: 0.24 IN Beam Data: Span: L= 13.0 FT Maximum Unbraced Span: Lu= 6.5 FT Uve Load Duration Factor: Cd= Uve Load Deflect. Criteria: Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD Uniform Load: Uve Load: Dead Load: D= 1257 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT= 1708 PLF Concentrated Load P1: Uve Load: PL1= 3510 LB Dead Load: PD1= 2106 LB Total Load: PT1= 5616 LB Location: X1= 6.5 FT Properties For. 24F -V8- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Fc_perp= 650 PS Fb'= 2360 PS Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.00 CI =0.98 Cv=0.99 FV: Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: 6.5 FT From Left Support Shear (02 d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Fv = 190 PS M= 54335 FT -LB V= 11135 LB Sroq= 276.3 N3 S= 348.5 N3 Area= 88.0 N2 A= 107.2 N2 Ireq= 1317.8 N4 I= 3398.4 N4 re It( Uniformly Loaded Floor Beam( 97 UBC (91 NL.o)1 StruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -23 -2001 Project: 00095 - Location: HEADERS GRID J BETWEEN 15 & 17 Summary: 5.50 IN x 5.50 IN x 7.0 FT / #2 - HEM -FIR (NORTH) - Dry Use Section Adequate By: 46.4% Controlling Factor: Section Modulus / Depth Required 4.55 In Deflections: Dead Load: OLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: RL= Dead Load: RD= Total Load: RT= Bearing Length Regd.: BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Floor Loading: Floor Dead Load: DL= Side One: Floor Uve Load: LL1= Tributary Load Span(Side One): TW1= Side Two: Floor Uve Load: LL2= Tributary Load Span(Side Two): TW2= Live Load Duration Factor. Cd= Wall Load: WALL= Average Uniform Live Load: LLave= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wO= Total Maximum Load: wT= Controlling Total Design Load: wTcont= Properties For #2- HEM -FIR (NORTH) Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties: Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf=1.00 Fv': FOP= Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: M= Shear (A d from beam end): V= Comparisons With Required Sections: Section Modulus: Sreq= S= Area: Areq= A= Moment of inertia: Ireq= I= 19.0 N3 27.7 N3 15.6 N2 30.2 N2 31.2 N4 76.2 N4 0.03 IN 0.10 IN = U881 0.13 IN = U647 613 LB Z 222 LB 834 LB 0.41 IN ce g 7.0 FT a 0.0 FT 00 360 co 0 240 16 PSF cn u. 50 PSF W p 3.5 FT 0 PSF 2 0.0 FT O a 1.00 0 PLF fa d 50 PSF W 175 PLF Z 7 PLF O 63 PLF 238 PLF uJ 238 PLF U p 925 PSI 0 H 70 PSI 1300000 PSI w W 370 PSI H 925 PSI u. O iuj Z 70 PSI U D. O 1460 FT -LB Z 725 LB Uniformly Loaded Floor Beamf 97 UBC (91 Nt..,,1 StruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -23 -2001 Protect: 00095 - Location: HEADERS GRID B BETWEEN 7 & 10 Summary: 5.125 IN x 9.00 IN x 7.0 FT / 24F -V8 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 11.2% Controlling Factor. Area / Depth Required 8.28 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: RL= 281 Dead Load: RD= 6018 Total Load: RT= 6299 Bearing Length Reqd.: BL= 1.89 Camber Reqd.: C= 0.25 Beam Data: Span: L= Maximum Unbraced Span: Lu= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor: CAF= Floor Loading: Floor Dead Load: DL= Side One: Floor Uve Load: LL1= Tributary Load Span(Side One): TW1= 0.67 Side Two: Floor Uve Load: LL2= 0 Tributary Load Span(Side Two): TW2= 0.0 Uve Load Duration Factor. Cd= 1.00 Wall Load: WALL= 1676 Average Uniform Uve Load: LLave= 120 Beam Loading: Beam Total Uve Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Controlling Total Design Load: wTcont= Properties For: 24F -V8- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 Shear Stress: Fv= 190 Modulus of Elasticity: Ex= 1800000 Ev= 1600000 Stress Perpendicular to Grain: Fc .perp= 650 Adjusted Properties: Fb' (Tension): Fb'= 2160 Adjustment Factors: Cd =0.90 FV: FV= 171 Adjustment Factors: Cd=0.90 Design Requirements: Maximum Moment: M= 10531 Shear (Il4 d from beam end): V= 4728 Comparisons With Required Sections: Section Modulus: Sreq= 58.6 S= 69.1 Area: Areq= 41.5 A= 46.1 Moment of Inertia: keg= 154.4 I= 311.3 0.17 0.01 0.17 7.0 0. 360 240 1.5 120 80 11 1719 1800 1719 IN IN = L110838 IN = U484 LB LB LB IN IN FT FT X DLD PSF PSF FT PSF FT PLF PSF PLF PLF PLF PLF PLF PS PS PS PS PS PS PS FT -LB LB N3 N3 N2 N2 N4 N4 • •a Uniformly Loaded Floor Beam( 97 UBC (91 NL.,r 1 StruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -23 -2001 Project: 00095 - Location: GRID 11 812 814 Summary: 5.125 IN x 16.50 IN x 9.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 8.1% Controlling Factor. Area / Depth Required 15.60 In Deflections: Dead Load: DLO= 0.13 Uve Load: LLD= 0.03 Total Load: TLD= 0.16 Reactions (Each End): Live Load: RL= 2470 LB Dead Load: RD= 11474 LB Total Load: RT= 13944 LB Bearing Length Regd.: BL= 4.19 IN Camber Regd.: C= 0.19 IN Beam Data: Span: L= Maximum Unbraced Span: Lu= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: U Camber Adjustment Factor. CAF= Floor Loading: Floor Dead Load: DL= Side One: Floor Uve Load: LL1= Tributary Load Span(Side One): TW1= Side Two: Floor Live Load: LL2= Tributary Load Span(Side Two): TW2= Uve Load Duration Factor. Cd= Wall Load: WALL= Average Uniform Uve Load: LLave= Beam Loading: Beam Total Uve Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Controlling Total Design Load: wTcont= Properties For. 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fbm 2400 PS Shear Stress: Fv= 190 PS Modulus of Elastidty: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc,_perp= 650 PS Adjusted Properties: Fb' (Tension): Fb'= 2394 PS Adjustment Factors: Cd =1.00 CI =1.00 FV: FOP= 190 PS Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: M= Shear (0 d from beam end): V= Comparisons With Required Sections: Section Modulus: Srea= S= Area: Area= A= Moment of Inertia: !rev= 1= IN IN = U4131 IN =U732 9.5 FT 1.33 FT 360 240 1.5 X DID 24 PSF 40 PSF 6.5 FT 40 PSF 6.5 FT 1.00 2083 PLF 40 PSF 520 PLF 21 PLF 2416 PLF 2936 PLF 2936 PLF 33117 FT -LB 9907 LB 166.1 IN3 232.5 IN3 78.3 IN2 84.5 1N2 629.3 1N4 1918.5 1N4 F!t i7 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 828-4850 Made by ._ .,_ ._ , ...... D, . . . .. Job No. Checked by Date Sheet No. r 1 Description --. . „ i , -. • . -: 7 '.. 1 Job Name r T • ' /.....? /1 ;-; " ' tj , • . ' . , ,..-- . ' .t. I 5 - .::::' : ):;.? ),. • i ,48 --4 V) • r • ' 110:.4 - eo- koo (e..._ 31r* la)?51 t. 1 / 1 .1:1F --!--- II Ot. =- i=t7 2.4.5r ."" 1. V "") I - L ? +- 2 0 CD 1 .• t DO t /1 VACJ! 19.1Z, I 4 • \ 4 4 = lAtPt.; `I) r - - '•J f tio r • Jason hill -37 13571 2t A Loads 131.0 MX. • 1.1. Solutton-LC •U. Illeabor Bening Mats 0411) lisadion i ars K In! 71,41 Poggemeyer Design Group, Inc. • 2.1/1411 uffiumuolluipllimuummump! -12 1 -32t 4 -121 FFC COMFORT SUITES January 23, 2001 3:04 PM 00095BEAMGRIDI.r2d NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUAUTY OF THE DOCUMENT. A M1 N1 N2 UNI1 1 M2 N2 N3 UNI1 1 M2 N2 J N3 UNI2 1 M3 N3 N4 UNI1 1 M3 N3 N4 UNI2 1 M4 N4 N5 UNI1 1 N2 L Y -12.9 N3 L Y -8.7 NI L X 63.5 M1 N1 - 0.000 26.843 0.000 2 • 'N5 .. _ . -615 .. .... 30.035 ,... 0.000 • . • 4 Reaction Totals : - 63.5 56.878 5 0.023 -0.915 M1 1 0.038 0 NC 2 0.034 -0.284 2704.303 3 0.03 -0.546 1699.184 4 0.027 -0.763 1955.73 5 0.023 -0.915 NC I M2 1 0.023 -0.915 NC 2 0.021 -0.957 2157.908 3 0.019 -0.976 1609.965 4 0.017 -0.97 2141.744 Company : Poggemeyer Des.gn Group, Inc. Designer : Jason hill Job Number : Distributed Load Patterns Pattern Label Direction UNI1 UNI2 Y Y F) -.372 -1.798 ( 0 0 %100 %100 Member Distributed Loads Cate o : None BLC 1: DL + LL Member Label Materials General Material Label STL I Joint Young's Modulus Ksi 29000 FFC COMFORT SUITES Start Magnitude End Magnitude (K/ft, -.372 -1.798 Shear Modulus Ks, 11154 Joint Loads/Enforced Displacements, Category : None, DLC 1 : DL + LL. Joint Label (L)oad or Direction Magnitude D]iaptacernent (K. K -ft, In, rad Reactions LC 1 : DL + LL Joint Label X Force Member Detlections LC 1: DL + LL Y Force J Joint Poisson's Thermal Coef. Ratio .3 Moment f K -ft ) Center of Gravity Coords Member Label Section x- Translation y- Translation (n) Uy Ratio In (In) RISA - 2D Version 5.1a [C: \RISA\00095BEAMGRIDI.r2d] Start Location Ft or %) Load Pattern Label Pattern Muttiolier 10' .65 .49 Fled o January 23, 2001 3:05 PM Checked By: End Location (Ft or %) Weight Density Yield Stress K/ftA3 Ksi 36 Page 1 5 0.015 -0.94 NC 1 0.015 -0.94 NC 2 0.013 -0.882 2529.074 3 0.011 -0.801 1973.479 4 0.01 -0.701 2752.537 5 0.008 -0.583 NC 1 0.008 -0.583 NC 2 0.006 -0.45 8260.646 3 0.004 -0.306 5460.592 4 0.002 -0.155 8715.989 5 0 0 NC M1 1.207 12.5 0.213 0 15.559 21.6 20.445 H1 -1 M2 1.07 4.333 0.074 0 19.138 21.6 23.76 H1 -2 M3 1.055 0 0.219 6.5 19.138 21.6 23.76 H1 -2 M4 0.67 0 0.238 6.5 19.138 21.6 E 23.76 H1 -2 [� M1 1 63.5 28.843 0 2 63.5 25.88 - 82.068 3 63.5 24.518 - 160.503 4 63.5 23.355 - 235.305 5 63.5 22.193 - 306.475 M2 1 63.5 9.293 - 306.475 2 63.5 5.767 - 318.711 3 63.5 2.241 - 325.217 4 63.5 -1.286 - 325.993 5 63.5 -4.812 - 321.038 M3 1 83.5 - 13.512 - 321.038 2 63.5 - 17.038 - 296.216 3 63.5 - 20.564 - 265.684 4 63.5 - 24.091 - 229.382 5 63.5 - 27.617 - 187.369 (� M4 1 63.5 - 27.617 - 187.369 . . ,...,.83.5............ - 28221.. .. ...,.. -142 ..... . 3 .: - - 63.5 .. . .... - 28.826 .... - 95.649 4._ _.__..63.5... _ ..._.- 29 :43.._- ,..-48.316 5 . 63.5 - 30.035- .. . 0 Company : Poggemeyer Design Group, Inc. Designer : Jason hill Job Number : Member Deflections, LC 1: DL + LL, (continued) Member Labe! Section x Translation y- Translation (n) Uy Ratio ( ) In M3 M4 Member Labe! Member Section Forces LC 1 DL In Section Axial FFC COMFORT SUITES LL Shear Moment ( ft l Member RISC ASD 9th Code Checks, LC 1 : DL + LL Member Label Code Chk Loc Shear Chk Loc Fa Ft) (Ft) (Ks Ft Ks Fb Ksi RISA -2D Version 5.1a [C :IRISA100095BEAMGRIDI.r2d] FA 1 January 23, 2001 3:05 PM Checked By: ASD Eqn Page 2 POGGEMEYER DESIGN GROUP CONSUMNG ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland. WA 98033 (425) 827-5995 • Fax (425) 828-4850 Made by___\.,__LL__ Da,. i o i 2 ) Job No Checked by Date' Sheet No. Descrrpbon Job Name --- /7 C 'fr 14: I : i •--' .. .•1 '1) /8.cp?' 2 D 7 2,51 . 1l0 9Sr r I rt. zz a \ i T24•O'S = \zA?) e. 1 ,),) , • • ■ . . ) Ci r — )s) ! / 1 J1,1 , \ ••••• 4 V - 1 il.; '.••• 't.12 J 4r**. l 3t-t'd 2 8 L t-IL 4 Lot., r 13.6K Loses: MC 1. OL • U. Solaisix LC 1. IX • LL • E0 Weber imovang mown of 4) fludien units K end K•11 — — — — -1.11111111 1.1111K11 ......... ... Poggemeyer Design Group, Inc. Jason hill -711 .711 -71 7 FFC COMFORT SUITES 423 111 January 23, 2001 4:00 PM 00095GRIDFBETWEEN5AND8r2d.r2d NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. M1 N1 N2 UNI1 1 M2 N2 N3 UNI1 1 M2 N2 N3 UNI2 1 M3 N3 N4 UNI1 1 M3 N3 N4 UNI2 1 M4 N4 N5 UNI1 1 UNI1 Y -.307 -.307 0 %100 UNI2 Y -1.311 -1.311 0 %100 N2 L Y -20.3 N4 L Y -7.027 Ni L X 63.5 N1 0.000 23.238 0.000 N5 -63:5 - 16.602 0.000 Reaction Totals : �~ -63.5 39.84 -0.091 L M1 1 0.02 0 NC 8072.652 2 0.019 -0.046 3 0.017 -0.091 5051.806 4 0.016 -0.131 5783.221 5 0.015 -0.166 NC M2 1 0.015 -0.166 NC 2 0.014 -0.19 3364.143 3 0.012 -0.207 2526.41 4 1 0.011 -0.216 3381.044 a Company : Poggemeyer Design Group, Inc. Designer : Jason hill Job Number : FFC COMFORT SUITES Distributed Load Patterns Pattern Label Direction Start Magnitude Member Distributed Loads, Category :Non BLC 1 • DL + LL Member Label I Joint J Joint Load Pattern Label Materials General Material Label Young's Modulus (Ks° STL 1 29000 J oint Loads✓Enforced D lacements Category None, BLC 1: DL + LL Joint Label (goad or Direction Magnitude Reactions, LC 1 : DL + LL + EQ Joint Label Member Label Displacement (K. K -ft. In, rad) X Force ( In) (K/ft, 1 Shear Modulus 11154 Y Force Center of Gravity Coords (X,Y) (Ft) : 1 5.417 End Magnitude ( K/ft, F) Poisson's Ratio 1 .3 Moment f K -ft ) 0.000 Member Deflections LC 1 : DL + LL + EQ Section x- Translation y- Translation (n) Lty Ratio (In) Start Location ( Ft or% Fie 2 el January 23, 2001 4:01 PM Checked By: Pattern Multiplier End Location ( Ft or % Thermal Coef. Weight Density Yield Stress (per 10 F) (K/f A3) (Ksi) .65 1 .49 1 36 1 RISA -2D Version 5.1a [C:100095 FAMILY FUN CENTER STRUCTURAL100095GRIDFBETWEEN5ANO2dj 5 0.01 -0.217 NC 1 - 2 - 0.01 - - 0.009 -0.217 - =0.211 a NC . 3846. 3 4 0.007 0.006 -0.197 -0.177 2953.601 4045.966 5 0.005 -0.151 NC 1 0.005 -0.151 I NC 2 0.004 -0.118 8141.912 3 0.002 -0.081 7107.312 4 0.001 -0.041 NC -■ 1 Company : Poggemeyer Design Group, Inc. Designer : Jason hill Job Number : Member Deflection LC 1 : DL + LL + EQ, (continued) M3 : Member Label Section lc-Translation y-Translation (n) Uy Ratio (In) (In) M4 Member Section Forces LC 1 : DL + LL + EQ Member Label Section Axiai Snear Moment (K) (K) (K-ft) . i M1 1 63.5 23.238 0 2 63.5 22.989 -18.78 - --- 63.5 . 22.739 :__ . --- ----- 6S.5 2 2.49 -55.731 5 63.5 22.24 -73.902 . I M2 1 63.5 1.94 -73.902 2 63.5 0.626 -74.945 3 63.5 -0.689 -74.919 4 63.5 -2.004 -73.825 5 03.5 -3.318 -71.003 L 1 63.5 -3.318 -71.663 2 63.5 -4.633 -68.433 3 4 63.5 -5.947 63.5 -7.262 -64.134 -56.768 5 63.5 -8.577 -52.334 M4 1• - - 63.5 - • -15.604 . -52.334 . 6315 " 1 15853 - -1 39.554 ---- 63:5 - - -- -16:103 - - -26.572 • 0 FFC COMFORT SUITES 0 NC - .• 461602.1.•.• • -• 0 .••:- Member MSC ASD 9th Code Checks, LC 1 : DL + LL + EQ Member Labe i Cabe Chi; Loc Shear Chic Loc Fa M1 M2 M3 ivi4 0.761 i 0.771 0.743 1 0.589 ; (Ft) 3.25 1.174 0 u 0.215 1 0.031 0.079 I 0.154 (Ft) 0 1 3.25 ! 3.25 3.25 (Ksi) 21.24 21.24 21.24 i .24 Ft (Ksi) 21.6 21.6 21.6 21.6 23.76 23.76 23.76 23.76 January 23, 2001 4:01 PM Checked By: Fb A50 Eqn. (Ksi) H1-2 H1-2 H1-2 H1-2 RISA-2D Version 5.1a [CA00095 FAMILY FUN CENTER STRUCTURAL\00095GRIDFBETWEEN5ANDBaiikv2d] POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 1425) 827-5995 • Fax 1425) 828-4850 Made by ......,,,.. • Job No. Checked by Date Sheet No. 2 C. Description • Job Name . --- , 7 ( .. (.13I-iv, - ,__1) , ..4 • -- QFt. -- K j 'pit \260E- 4S A) 3Ol-pi V) P - 30 pl-S to•••• ••••011311113.111,•••••••=1111...".• •••••••■•,111.".• s 1 V: 5q. ' - /k 4 /k 2 2 K • L /i., Lady KC 1. DL•LL Solgon: LC 1,0L +LL •EO 11snOsr OlOirte UMW* ONO RNcfon 1slls n!s K and K# Jason hill -1.3111411 Poggemeyer Design Group, Inc. lhii 1. 13 -37S FFC COMFORT SUITES 415 '3 January 23, 2001 4:58 PM DRAGSTRUT.r2d NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. M1 N1 N2 UNI2 1 M2 N2 N3 UNI1 1 M3 N3 N4 UNI1 1 N3 L Y -8.736 N2 L Y -7.027 N1 L X 63.5 UNI1 Y -.307 -.307 0 %100 UNI2 Y -1.311 -1.311 0 %100 N1 0.000 12.991 0.000 N4 .. -63.5. 8.269 0.000 Reaction Totals : -63.5 21.26 0.019 M1 1 0.02 0 NC 2 0.019 -0.01 NC 3 0.019 -0.019 NC 4 0.018 -0.028 NC 5 0.018 -0.037 NC I M2 1 0.018 -0.037 NC 2 0.015 -0.069 4580.233 3 0.013 -0.09 3235.477 4 0.01 -0.1 4094.924 5 0.008 -0.095 NC I M3 1 0.008 -0.095 NC 2 0.006 -0.08 7211.276 4'4 Company : Poggemeyer Design Group, Inc. Designer : Jason hill Job Number : FFC COMFORT SUITES Distributed Load Patterns Pattern Label Direction Member Distributed Loads, Category • None, BLC 1: DL + LL Member Label 1 Joint J Joint Load Pattern Label Pattern Multiplier STL Materials Genera Material Label Young's Modulus Member Label Ks 29000 ,Reactions, LC 1: D + E Joint Label X Force Start Magnitude ( Kitt, F) Center of Gravity Coords (X,Y) (Ft) : 1 5.056 Member Deflections LC 1 DL + LL + E (In Shear Modulus Poisson's Joint ds/Enforced Dlacements, Category • None BLC 1: DL + LL Joint Label (Lived or Direction Magnitude Y Force Djisp acement (K. K -ft, In, rad Thermal Coef. Weight Density Yield Stress Ks Ratio • 10A5 KJft"3 Ks 11154 .3 .65 .49 36 Section x- Translation y- Translation (n) Lty Ratio (In) 1 End Magnitude ( Kitt, F) Moment ( K -ft 0.000 1 Start Location ( Ftor% ) RISA -2D Version 5.1a [C:100095 FAMILY FUN CENTER STRUCTURALIDRAGSTRUT.r2d] C'2 2'd January 23, 2001 4:57 PM Checked By: End Location ( Ftor% ) Page 7 M1 0.318 1.5 0.12 0 21.444 21.6 23.78 H1 -2 M2 - 0.471 -8.5 ' 0.037 0 - 20.803 21.6 23:76 H1 -2 M3 0.471 0 0.077 5 21.014 21.8 23.76 H1 -2 3 0.004 -0.057 6261.955 4 0.002 -0.03 9962.103 5 0 0 NC M1 1 83.5 12.991 0 2 63.5 12.499 -4.779 3 83.5 12.008 -9.374 4 83.5 11.516 - 13.785 5 83.5 11.024 - 18.011 M2 1 83.5 3.997 - 18.011 2 83.5 3.498 - 24.102 3 83.5 3 - 29.381 4 83.5 2.501 -33.85 5 63.5 2.002 - 37.508 M3 1 63.5 -8.734 - 37.508 2 63.5 -7.118 - 28.851 3 63.5 -7.502 - 19.714 4 63.5 -7.885 - 10.097 5 63.5 -8.289 0 Company : Poggemeyer Design Group, Inc. Designer : Jason hill Job Number : Member Deflections, LC 1: DL + LL + EQ, (continued) Member Label Section x Translation y- Translation (n) Lty Ratio Member Section Forces LC 1 : DL + LL + E Member Label Section Mal Member RISC ASD 9th Code Checks LC 1: DL + LL + E Member Label Code Chk Loc ( In (In Shear Chk FFC COMFORT SUITES Shear t i t 1 7 January 23, 2001 4:57 PM Checked By: Loc ( Moment ( K -ft Fa Ks l Ft Ks Fb Kei ASD Eqn. RISA -2D Version 5.1a [C: \00095 FAMILY FUN CENTER STRUCTURAL \DRAGSTRUT.r2d] Page 8 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland. WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made Dyd Do . D /Gt'o /GYM Job No. 030qc Checked by Date _ Sheet No. Ir !Z 30 Description C"' Job Name /a1✓ �f ../ 2 . Vun if 1 2 flop 81 7 2 p-f /- 341:0 J ton. 11167 4141 L sr OF 1.61ND S F I 1p,S F>v A' to ALL. 4 4 F4 k 3 - 10 4( 2 - o 3 1, 3F4. • 3fit ' I LNF _ Xiit /1 - 164 ,r z11% 1 ' = iiy 24Psi = 7Z :. 7e • 7Z_ d. - 4t -L.. --�•. 8 1, 05 4‹ t? *n t - 7Zf72'))( 6023) r C4)3 i-co oo -) . e , zs) = 6 331 - /4p /4155 2.8 sit•is• 4Fi:x 331114 t /3S 7 PY -1 24P 1 4 Pt = 12 lock 2 • -U\%'. F qt ` E,. 5 12. q 13 p4' aR,ZADDR L t"4 'r t "r tOa s ?1i 3 ▪ '' 1313P-11 3oopi -C 3 99' b �t ri 0 la U..a N �O W f o O - o F- WW o U 0 z 1111 NU Irak I it IE l El! 8° 4 11 r I ���III TS4x4x1 rsl2isx TYF 1111111111111111111111111 c .� 1111 9 TS12x6x3 /8 LIMITS OF 2ND FLOOR NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. cA- 1.1M M3 N1 2.75 0 SEC1 2.75 1 . 1. 1 . � NI � ... � . ��1111 111111111 SEC1 fi.25 2.75 M2 hill 6.25 0 SEC1 IMENIIIIIII M4 SEC1 1.5 6.25 M1 N1 N2 0 SEC1 2.75 0 0 Redesign Sections 9 2.75 M2 N2 • N3 0 SEC1 N5 16.75 0 0 6.25 M3 N3 N4 SEC1 6.25 M4 _ N4 N5 :. SEC1 1.5 N1 0 0 0 Include Shear Deformation 2.75 0 0 Redesign Sections 9 0 0 15.25 0 0 N5 16.75 0 0 Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor (ASIF) 1.333 Include Shear Deformation No No. of Sections for Member Cafes 10 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Company : Nelson- BourdaS1nc., P.S. Designer : jlh Job Number : 00095 Global Steel Des! Member Label Joint Coordinates Joint Label Member Data Bounda Joint Label n / NDS Parameters Section Set Length (Ft) Materials (General) Material Label Young's Modulus X Coordinate (Ft) Lb out le out (Ft) Shear Modulus Poisson's Thermal Coef. Ratio .:r10"5 11154 .3 .65 Member Label I Joint J Joint Rotate Conditions decrees X Translation Y Translation (K/in) (Win) Reaction Reaction Reaction RISA -2D Version 5.1 [c:\RISAluntitled.r2d] ffc Lb in le in ( Y Coordinate (Ft) Section Set Rotation (K- ftfrad) N1 N5 N2 L comp le bend K out Kin CH Cm B out in Joint Temperature End Releases t -End J -End AVM AVM Weight Density tuftA3 March 8, 2001 10:26 AM Checked By: Cb Sway Yield Stress (4 46 End Offsets Inactive Member I -End J -End Code Length In (In (Ft) Page 1 z 1 eC w U w w J co u. w z jE O W U � 0— w w F u. O ..z w P O N1 L X 89.03 N2 L Y _ -43.9 N2 L Y -10.25 N3 L Y -4.792 N4 L Y 40.7 N4 L Y -10.25 M1 N1 N2 UNI1 1 M2 N2 N3 UNI2 1 M3 N3 N4 UNI2 1 M4 N4 N5 UNI1 1 UNI1 Y -2.127 -2.127 0 %100 [ UNI2 Y -.372 -.372 0 %100 N1 -89.03 52.413 0.000 - . N5 0.000 - 10.232 0.000 Reaction Totals : -89.03 42.182 0 I M1 1 0 0 NC 2 0 -0.045 8203.993 3 0 -0.089 4265.402 4 0 -0.132 3044.829 5 0 -0.175 2533.444 e Company : Nelson- Bourdac Inc., P.S. Designer : jlh Job Number : 00085 Basic Load Case Data BLC No. Basic Load Case Category Description Code DL LL EQ Joint Loads/Enforced Dis • lacements Cate Joint Label (Ljoad or isplacement Member Distributed Loads, Category : None, BLC 1: DL LL EQ I Joint J Joint Load Pattern Label Pattern Multiplier Distributed Load Patterns Pattern Label Direction Start Magnitude Load Combinations Num Description Env WS PD SRSS CD 1 1 I 1 1 1 1 DL LL EQ Reactions LC 1: DL LL EQ Joint Label X Force Y Force Center of Gravity Coords (X,Y) (Ft) : I -4.063 , Member Deflections LC 1: DL LL EQ Member Label Section x- Translation In RISA - 2D Version 5.1 [c :1RISA\untitled.r2d] Category Desert s ion Direction In End Magnitude ft Moment ( K -ft 0.000 y- Translation (n) Uy Ratio Gravity Load Type Totals X Y Nodal Point Dist. o :None BLC 1 :DLLLEQ Magnitude K -ft. In.ra Start Location (F or % End Location (F March 8, 2001 10:26 AM Checked By: BLC Factor BLC Factor BLC Factor BLC Factor Page 2 6 0 -0.216 2356.671 7 0 -0.256 2448.779 8 0 -0.295 2957.951 9 0 -0.331 4882.961 10 0 -0.364 NC 1 0 -0.364 NC 2 0 -0.431 1598.197 3 0 -0.485 928.593 4 0 -0.527 734.77 5. 0 -0.556 673.149 6 0 -0.574 685.627 7 0 -0.582 776.411 8 0 -0.579 1018.042 9 0 -0.567 1818.153 10 0 -0.545 NC 1 0 -0.545 NC 2 0 -0.516 4069.006 3 0 -0.48 2521.437 4 0 -0.437 2143.591 5 0 -0.39 2128.962 6 0 -0.339 2377.077 7 0 -0.284 2992.829 8 0 -0.229 4444.4 9 0 -0.172 9218.065 10 0 -0.116 NC 1 0 -0.116 154.676 2 0 -0.103 174.428 3 0 -0.09 199.765 4 0 -0.077 233.478 5 . 0 -0.064 - 280.596 6 0 -0.051 351.172 7 0 -0.038 468.668 8 .0 -0.026 703.467 9 0 - -0.013 1407.487 : 10 . 0 -0 - NC M1 1 0 52.413 0 2 0 51.764 - 15.916 3 0 51.114 - 31.633 4 0 50.464 - 47.152 5 0 49.814 - 62.472 6 0 49.164 - 77.594 7 0 48.514 - 92.517 8 0 47.864 - 107.241 9 0 47.214 - 121.767 10 0 46.564 - 136.094 M2 1 0 -7.586 - 136.094 w.. Company : Nelson- Bourdac Inc., P.S. Designer : jlh Job Number : 00095 Member Deflections, LC 1: DL LL EQ, (continued) Member Label Section x- Translation y- Translation (n) Uy Ratio M2 M3 _ M4 In (In 4 Member Section Forces LC 1: DL LL EQ fi Member Label Section Axial Shear ffc Moment ( K- r R) March 8, 2001 10:26 AM Checked By: RISA -20 Version 5.1 [c:1RISA\untitled.r2d] Page 3 2 0 -7.844 - 130.737 3 0 -8.102 -125.2 4 0 -8.361 - 119.483 5 0 -8.619 - 113.588 6 0 -8.877 - 107.512 7 0 -9.136 - 101.258 8 0 -9.394 - 94.824 9 0 -9.652 -88.21 10 0 - 9.911 - 81.418 1 0 - 14.703 - 81.418 2 0 - 14.961 - 71.118 3 0 - 15.219 - 60.638 4 0 - 15.478 - 49.979 5 0 - 15.736 - 39.141 6 0 - 15.994 - 28.124 7 0 - 16.253 - 16.927 8 0 - 16.511 -5.55 9 0 - 16.769 6.005 10 0 - 17.028 17.74 1 0 13.422 17.74 2 0 13.068 15.533 3 0 12.713 13.385 4 0 12.359 11.295 5 0 12.004 9.265 6 0 11.65 7.294 7 0 11.295 5.382 8 0 10.941 3.529 9 0 • 10.586 1.735 10 0 10.232 0 M1 1 0 5.241 0 0 2 0 5.176 3.993 -3.993 3 0 5.111 7.936 -7.936 4 0 5.046 11.829 - 11.829 5 0 4.981 15.672 - 15.672 6 0 4.916 19.466 - 19.466 7 0 4.851 23.21 -23.21 8 0 4.786 26.904 - 26.904 9 0 4.721 30.548 - 30.548 10 0 4.656 34.142 - 34.142 M2 1 0 -0.759 34.142 - 34:142 2 0 • -0.784 32.798 - 32.798 3 0 -0.81 • 31.409 - 31.409 4 0 -0.836 29.975 - 29.975 5 0 -0.862 28.496 - 28.496 6 0 -0.888 26.972 - 26.972 7 0 -0.914 25.403 - 25.403 Company : Nelson- Bourdag P.S. Designer : jlh Job Number : 00095 Member Section Forces, LC 1: DL LL EQ, (continued) Member Label Section Axial Shear Moment M3 M4 Member Stresses LC 1: DL LL EQ Member Label Section Axial RISA - 2D Version 5.1 [c: \RISA \untitled.r2d] Shear (Ksi) ffc Bending top Bending bot 'r !• . 4 March 8, 2001 10:26 AM Checked By: Page 4 z 1 w 0 u) o w g ? 1W z z w U � 0 - CI 1- w L J- 7 O ..z w � 0 8 0 -0.939 23.789 - 23.789 9 0 -0.965 22.129 - 22.129 10 0 -0.991 20.425 - 20.425 1 0 -1.47 20.425 - 20.425 2 0 -1.496 17.841 - 17.841 3 0 -1.522 15.212 - 15.212 4 0 -1.548 12.538 - 12.538 5 0 -1.574 9.819 -9.819 6 0 -1.599 7.055 -7.055 7 0 -1.625 4.246 -4.246 8 0 -1.651 1.392 -1.392 9 0 -1.677 -1.507 1.507 10 0 -1.703 -4.451 4.451 1 0 1.342 -4.451 4.451 2 0 1.307 -3.897 3.897 3 0 1.271 -3.358 3.358 4 0 1.236 -2.834 2.834 5 0 1.2 -2.324 2.324 6 0 1.165 -1.83 1.83 7 0 1.13 -1.35 1.35 8 0 1.094 -0.885 0.885 9 0 1.059 -0.435 0.435 10 0 1.023 0 0 M1 1.125 2.75 0.285 0 26.664 27.6 30.36 H1 -1 M2 1.125 0 0.054 6.25 25.011 27.6 30.36 1-11-1 M3 0.673 0 0.093 6.25 25.011 27.6 30.36 H1-2 M4 0.147 0 0.073 0 27.132 27.6 30.36 H1-2 SEC1 TU12X6X8 STL 16.4 1.2 1.2 96 287 SEC2 STL 1 1.2 11.2 1 1 SEC3 STL 1 1.2 1.2 1 1 m L Company : Nelson - Bourdag " Inc., P.S. Designer : jlh Job Number : 00095 M3 M4 Redesign Criteria Sections Section Member Label Code Chk Loc Shear Chk Loc RISA -2D Version 5.1 [c:1RlSA\untitied.r2d] No Data to Print ... Database Material ffc Member Stresses LC 1: DL LL EQ, (continued) Member Label Section Axial Shear Bending top Bending bot Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check (In) (In) (In) (In) Area Member AISC ASD 9th Code Checks LC 1: DL LL EQ Fa SA SA 180) (90.270 Ft I (90,270) ( In"4 ) March 8, 2001 10:26 AM Checked By: Fb r r \ 1 (0,180) In"4 TIC On ly ASD Eqn. Page 5 w -4.79214 1 101111111111 Loads: BLC 1,01 LL EC Solution: LC 1, DL LL EC 89.03K -2.12 Nelson-Bourdages Inc., P.S. jlh 00095 March 8, 2001 10:26 AM untitled.r2d NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 30.45K • POGGEMEYER DESIGN GROUP CONSULTING ENGNEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by r Dat % zi t /0 Job No 0 5 Checked b Date Sheet No. r« 8 Description Job Nam i ci 4 Ik3 5.10w 14:' D . es 15r X rift - 2ZJ pct ruz - 4). 1.10$F .32 3 )26f. 44 p.d In)' rL-L_ D l_ 4O FL ; 2 I' -= eopd ) " f I5)t (/0e)-: /949./I vi kt; 3,s o►. 545 c t_ a6' - ,v)1-2,91.1 Nto .185 p 9Lr Z 3 - 5 0 ., ,L`q -s '�_r' nL Z5 Z5 4 �— 145. U_ - 22.3 01. tt 9 1) DL- 1`1136 IL. /995* ,.1'.-i Multi- Loaded Beam( 97 Uniform Building Code (91 NDS) 1 Ver: 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 02 -26 -2001 : 10:09:25 AM Project: 00095 - Location: Summary: 5.125 IN x 24.0 IN x 13.0 FT / 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 37.0% Controlling Factor: Area / Depth Required 17.52 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Camber Required: C= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only. Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Uve Load: LL- Rxn -B= Bead Load: DL- Rxn-B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= Live Load Duration Factor. Cd= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Uve Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Uve Load: Dead Load: Location (From left Point Load 2 Uve Load: Dead Load: Location (From left Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Uve Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Cv=0.98 Fv': end of span): end of span): wL -2= wD-2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= TRL- Left-1 -2= TRD- Left-1 -2= TRL- Right -1 -2= TRD- Right -1 -2= A -1 -2= B-1 -2= C-1 -2= TRL - Left -2 -2= TRD- Left -2 -2= TRL- Right -2 -2= TRD- Right -2 -2= A-2-2= 8-2 -2= C-2 -2= Fb= Fv= Ex= Ey= Fc perp= Fb cpr= Fb'= Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 6.5 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead Toads and live Toads on span(s) 2 Maximum Shear: V= 11374 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 M= 0.05 0.04 0.09 0.08 4842 8532 11374 3.41 4842 6532 11374 3.41 13.0 1.0 13.0 1.00 360 240 0 0 30 30 2235 2925 3.5 2235 2925 9.5 745 975 745 975 0.0 3.5 3.5 745 975 745 975 9.5 13.0 3.5 2400 190 1800000 1600000 650 1200 2349 190 3'3 IN IN = U3983 IN = U1691 IN LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT PLF PLF PLF F FT FT PLF PLF PLF PLF FT FT FT PS PS PS PS PS PS PS PS 29214 FT -LB Pape: 2 Multi- Loaded Beam( 97 Uniform Building Code (91 NDS) 1 Ver. 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 02 -26 -2001 : 10:09:25 AM Project: 00095 - Location: Comparisons With Required Sections: Section Modulus: Sreq= 149.3 N3 .0 N3 Area: Areq= 4 89.8 N2 A= 123.0 N2 Moment of Inertia: Ireq= 837.9 N4 I= 5904.0 N4 ZZ 1- W 00 y 0 W 0 0} • ¢ sg 0 ZO W 0 O N O 1- W W M O LL 111 z O 1— flc X10 f i ?LE Multi- Loaded Beam( 97 Uniform Building Code (91 NLrv) 1 Ver: 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 02 -26 -2001 : 10:12:02 AM Project: 00095 - Location: Summary: 5.125 IN x 18.0 IN x 13.0 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 18.9% Controlling Factor: Area / Depth Required 15.14 In Center Span Deflections: Dead Load: DLD- Center= 0.10 Live Load: LLD- Center= 0.09 Total Load: TLD- Center 0.19 Camber Required: C= 0.15 Center Span Left End Reactions (Support A): Uve Load: LL- Rxn -A= 4583 Dead Load: DL- Rxn -A= 5248 Total Load: TL- Rxm-A= 9831 Bearing Length Required (Beam only. Support capacity not checked): BL -A= 2.95 Center Span Right End Reactions (Support B): Uve Load: LL- Rxn -B= 4583 Dead Load: DL- Rxn-B= 5248 Total Load: TL- Rxn -B= 9831 Bearing Length Required (Beam only, Support capacity not checked): BL -B= 2.95 Beam Data: Center Span Length: L2= 13.0 Center Span Unbraced Length -Top of Beam: Lug -Top= 1.0 Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 13.0 Live Load Duration Factor: Cd= 1.00 Uve Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Uve Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Uve Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Uve Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 24F -V4- Visually Graded Westem Species Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': wL -2= wD-2= BSW= wT -2= PL1 -2= PD1 -2= X1-2 = PL2-2= PD2 -2= X2 -2= TRL- Left-1 -2= TRD- Left-1 -2= TRL- Right -1 -2= TRD- Right -1 -2= A -1 -2= 8-1 -2= C-1 -2= TRL- Left -2 -2= TRD- Left-2 -2= TRL- Right -2 -2= TR D-Rig ht-2-2= A -2 -2= B-2 -2= C -2 -2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= Fv'= 0 0 22 22 2115 2355 3.5 2115 2355 9.5 705 785 705 785 0.0 3.5 3.5 705 785 705 785 9.5 13.0 3.5 2400 190 1800000 1600000 650 1200 2395 190 IN IN = L/1776 IN =L/826 IN LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PS PS PS PS PS PS PS PS Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 25234 FT -LB 6.5 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining ail dead Toads and live loads on span(s) 2 Maximum Shear: V= 9831 LB At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Page: 2 Multi- Loaded Beam1 97 Uniform Building Code (91 NDS) 1 Ver. 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 02 -26 -2001 : 10:12:02 AM Project: 00095 - Location: Comparisons With Required Sections: Section Modulus: Sreq= 126.5 N3 S= 276.7 N3 Area: Areq= 77.7 N2 A= 92.2 N2 Moment of Inertia: Ireq= 723.9 N4 I= 2490.7 N4 3 Fi? L13 Multi- Loaded Beam( 97 Uniform Building Code (91 NuS)1 Ver: 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 02 -26 -2001 : 10:14:13 AM Project: 00095 - Location: Summary: 5.125 IN x 16.51N x 13.0 FT 1 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 28.7% Controlling Factor: Area / Depth Required 12.82 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Camber Required: C= Center Span Left End Reactions (Support A): Uve Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only. Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Uve Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Beam Data: Center Span Length: 1.2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length - Bottom of Beam: Lu2- Bottom= Live Load Duration Factor. Cd= Uve Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Uve Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Uve Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Uve Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 24F -V4- Visually Graded Westem Species Bending Stress: Shear Stress: Modulus Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 C1 =1.00 wL -2= wD-2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= P12 -2= PD2 -2= X2 -2= TRL- Left-1 -2= TRD- Left -1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B-1-2= C-1-2= TRL - Left-2 -2= TRD- Left -2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B-2 -2= C -2 -2= Fb= Fv= Ex= Ey= Fc perp= Fb_cpr= Fb'= Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 6.5 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear: V= At Right Support of Span 2 (Center Span) Critical shear created by combining all dead loads and live Toads on span(s) 2 M= 0.10 0.11 0.21 0.15 4323 4001 8324 2.50 4323 4001 8324 2.50 13.0 1.0 13.0 1.00 360 240 0 0 21 21 1995 1785 3.5 1995 1785 9.5 665 595 665 595 0.0 3.5 3.5 665 595 665 595 9.5 13.0 3.5 2400 190 1800000 1600000 650 1200 2396 190 IN IN = U1450 IN =U751 IN LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PS PS PS PS PS PS PS PS 21373 FT -LB 8324 LB ----4494 �xa Page: 2 Multi- Loaded Beamf 97 Uniform Building Code (91 NDS) 1 Ver: 5.02 r4e By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 02 -26 -2001 : 10:14:13 AM Project: 00095 - Location: Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Sreq= Areq= A= Ireq= I= 107.1 N3 232.5 N3 65.8 N2 84.5 N2 613.1 N4 1918.5 N4 Z N • uu N u- WO co p a Multi- Loaded Beam( AISC 9th Ed ASD 1 V By: Poggemeyer Design Group , Poggemeyer Design Group, Inc Project: 00095 - Location: GRID I AT GRID 13 Summary. A572 -50 W21x44 x 11.0 FT Section Adequate By 18.5% Controlling Factor. Moment Center Span Deflections: Dead Load: Uve Load: Total Load: Center Span Left End Reactions (Support A): Uve Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Center Span Right End Reactions (Support B): Uve Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length - Bottom of Beam: Uve Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Uve Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties for: W21x44/A572 -50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X -X Axis: Section Modulus About X -X Axis: Radius of Gyration of Compression Flange + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: Allowable Flange Buckling Ratio: Web Budding Ratio: Allowable Web Budding Ratio: Controlling Unbraced Length: Limiting Unbraced Length for Fb= .66•Fy: Limiting Unbraced Length for Fb=.6*Fy w/ Cb: Moment Gradient Bending Coefficient: Allowable fb per ASD Eqn F1-6: Allowable tb per ASD Eqn F1 -7: Allowable fb per ASD Eqn F1-8: Elastic Umit of ASD Eqn F1-6: Allowable Bending Stress: Web Height to Thickness Ratio: Umiting Web Height to Thickness Ratio for Fv=.4•Fy: Critical Web Stress Ratio: Shear Buckling Coefficient: Allowable Shear Stress: Design Requirements Comparison: Nominal Moment Strength: Mr= 148124 Controlling Moment: M= 125001 5.5 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 2 Nominal Shear Strength: VT= 132697 LB Maximum Shear. V= 29449 LB At left support of span 3 (Right Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Moment of Inertia: lreq= 146.6 1N4 5.02 on: 03-08 -2001 : 10:42 :58 AM OLD- Center- LLD- Center= TLD- Center= LL- Rxn -A= DL- Rxn-A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 -Top= Lu2 - Bottom= U 1/ wL -2= wD-2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= Fy= E_ d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc Lu= Cb= F1-6= F1 -7= F1-8= EL1-6= Fb= h/tw= h/tw- Limit= Cv= kv= Fv= 0.04 0.05 0.10 15440 14008 29448 1.19 15440 14008 29448 1.19 11.0 11.0 11.0 360 240 1200 1200 44 2444 17680 14333 5.5 50 29000 20.66 0.35 6.50 0.45 1.19 843.00 81.60 1.57 7.22 9.19 59.03 90.51 11.0 4.72 5.91 1.0 21.78 24.05 12.87 13.21 21.78 56.46 53.74 0.0 5.43 19.19 PLF PLF PLF PLF LB LB FT KSI KSI N N N N N N4 N3 FT FT FT KSI KSI KSI FT KSI KSI FT -LB FT -LB IN IN = U2598 IN = U1380 LB LB LB IN LB LB LB IN FT FT FT Page: 2 Multi- Loaded Beam( AISC 9th Ed ASD By Poggemeyer Design Group , Poggemeyer Design Group, Project: 00095 - Location: GRID I AT GRID 13 l Ver.. 5.02 Inc on: 03-08 -2001 : 10:42:58 AM rg cit I= 843•0 IN4 iiformly Loaded Floor Beam( AISC 9th Ed ASL . ier. 5.02 By: Poggemeyer Design Group , Poggemeyer Design Group, Inc on: 03 -07 -2001 : 12:46:03 AM Project: 00095 - Location: CURTIN WALL BEAM Summary: A36 W16x31 x 30.0 FT Section Adequate By: 49.3% Controlling Factor. Moment Deflections: Dead Load: OLD= 0.40 IN Live Load: LLD= 0.00 IN = L/360000000 Total Load: TLD= 0.40 IN = U899 Reactions (Each End): Live Load: LL -Rxn= 0 LB Dead Load: DL -Rxn= 3585 LB Total Load: TL -Rxn= 3585 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.13 IN Beam Data: Span: L= 30.0 FT Unbraced Length -Top of Beam: Lu= 15.0 FT Uve Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load -Side One: LL1= 0.0 PSF Floor Dead Load -Side One: DL1= 0.0 PSF Tributary Width -Side One: TW1= 0.0 FT Floor Uve Load -Side Two: LL2= 0.0 PSF Floor Dead Load -Side Two: DL2= 0.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Wall Load: WALL= 208 PLF Beam Loading: Beam Total Uve Load: wL= 0 PLF Beam Self Weight: BSW= 31 PLF Beam Total Dead Load: wD= 239 PLF Total Maximum Load: wT= 239 PLF Properties for. W16x31/A36 Yield Stress: Fy= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 15.88 N Web Thickness: tw= 0.28 N Flange Width: bf= 5.53 N Flange Thickness: tf= 0.44 N Distance to Web Toe of Fillet: k= 1.13 N Moment of Inertia About X -X Axis: lx= 375.00 N4 Section Modulus About X -X Axis: Sx= 47.20 N3 Radius of Gyration of Compression Flange + 113 of Web: rt= 1.39 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.28 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 57.75 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 15.0 FT Limiting Unbraced Length for Fb=.66*Fv: Lc= 5.83 FT Limiting Unbraced Length for Fb =.6•Fy w/ Cb: Lu= 6.17 FT 'Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1-6: F1-6= 9.8 KSI Allowable fb per ASD Eqn F1 -7: F1 -7= 10.14 KSI Allowable fb per ASD Eqn F1-8: F1 -8= 10.21 KSI Elastic Limit of ASD Eqn F1-6: EL1-6= 13.79 FT Allowable Bending Stress: Fb= 10.21 KSI Web Height to Thickness Ratio: h/tw= 54.55 Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw- Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Nominal Moment Strength: Mr= 40142 FT -LB Controlling Moment: M= 26888 FT -LB Nominal Shear Strength: Vr= 62885 LB Maximum Shear. V= 3585 LB Moment of Inertia: Ireq= 100.1 IN4 I= 375.0 IN4 tr 00 coo co w wo 2 u . W ZO W U 0 _ I- wW u. O " U 0 Cantilever Floor Beamf 97 UBC (91 NDS) 1 truCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -23 -2001 Protect: - Location: Summary: (2) 1.50 IN x 5.50 IN x 9.O FT / ##2 - HEM -FIR (NORTH) - Dry Use Section Adequate By: 30.2% Controlling Factor: Area / Depth Required 4.74 In Deflections: Cant Tip 1 Live Load: LLD1= 0.13 IN Cant Tip 1 Total Load: TLD1= 0.14 IN Interior Span Live Load: LLD= 0.06 IN = U1235 Interior Span Total Load: TLD= 0.06 IN = L/1115 End Reactions: Left End Total Load Reactions: R1max= 1140 LB R1min= 0 LB Right End Total Load Reactions: R2max= 480 LB Note:Desian For Uplift Loads R2min= -56 LB Dead Load Uplift F.S.: FS= 1.5 Bearing Length Bearing Length Regd.: BL1= 1.03 IN Bearing Length Reqd.: BL2= 0.43 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Defied. Criteria: U 360 Total Load Deflect. Criteria: U 240 Beam Loading: 24 PSF Dead Load: DL= Beam Self Weight: BSW= 4 PLF Cantilever End One: End Span: CS1= 3.0 FT Tributary Width: TW1= 1.33 FT Live Load: LL1= 100 PSF Interior Span: Tributary Width: TW= 1.33 FT Live Load: LL= 100 PSF Beam Uniform Loading Summary: End One: Dead Load: wD1= 36 PLF End One: Live Load: wL1= 133 PLF Interior Span: Dead Load: wD= 38 PLF Interior Span: Live Load: wL= 133 PLF Properties For: #2- HEM -FIR (NORTH) Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 75 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 370 PSI Adjusted Properties Fb' (Tension): Fb'= 1300 PSI Adjustment Factors: Cd =1.00 Cf=1.30 Fb' (Compression Face in Tension (End 11): Fb'1= 1290 PSI Adjustment Factors: Cd =1.00 CI =0.99 Cf=1.30 Fv': - - Fv'= 75 PSI Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: M= -760 FT -LB Over Left Support (End 1) Critical M created by combining all dead loads and w1 live loads. Maximum Shear. V= 633 LB At Interior Span Edge of Left Support (End 1) Critical V created by combining all dead Toads and w and w1 live loads. Comparisons With Required Sections: Section Modulus: Sreq= 7.1 N3 S= 15.1 N3 Area: Area= 12.7 N2 A= 16.5 N2 Moment of Inertia: ireq= 26.7 N4 1= 41.5 N4 z 1 ixw vo (n o w J g O U. < CO d w Uo 0- w u. r6 w z U= ~ O z Uniformly Loaded Floor Beamf 97 UBC (91 NDS)1 StruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -18 -2001 ,a Project: 00095 - Location: CORRIDOR JOIST SOLID SAWN Summary: 1.50 IN x 5.50 IN x 6.5 FT / #2 - HEM -FIR (NORTH) - Dry Use Section Adequate By: 15.5% Controlling Factor: Section Modulus / Depth Required 5.12 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.12 IN = U646 Total Load: TLD= 0.15 IN = U513 Reactions (Each End): Live Load: RL= 325 LB Dead Load: RD= 85 LB Total Load: RT= 410 LB Bearing Length Reqd.: BL= 0.74 IN Beam Data: Span: L= 6.5 FT Maximum Unbraced Span: Lu= 6.0 FT Uve Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Dead Load: DL= 24 PSF Side One: Floor Live Load: LL1= 100 PSF Tributary Load Span(Side One): TW1= 0.5 FT Side Two: Floor Uve Load: LL2= 100 PSF Tributary Load Span(Side Two): TW2= 0.5 FT Uve Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Average Uniform Uve Load: LLave= 100 PSF Beam Loading: Beam Total Uve Load: wL= 100 PLF Beam Self Weight: BSW= 2 PLF Beam Total Dead Load: wD= 26 PLF Total Maximum Load: wT= 126 PLF Controlling Total Design Load: wTcont= 126 PLF Properties For #2- HEM -FIR (NORTH) Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 75 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 370 PSI Adjusted Properties: Fb' (Tension): Fb'= 1219 PSI Adjustment Factors: Cd =1.00 CI =0.94 Cf=1.30 Fv': FV= 75 PSI Adlustment Factors: Cd =1.00 Design Requirements: Maximum Moment: M= 665 FT -LB Shear (ti2 d from beam end): V= 352 LB Comparisons With Required Sections: Section Modulus: Sreq= 6.6 N3 S= 7.5 N3 Area: Area= 7.1 N2 A= 8.2 N2 Moment of Inertia: Ireq= 11.6 N4 1= 20.7 N4 Fie it 1 CORRIDOR JOIST TJ- Beam"' v5.4S Serial ►w an r 7000015245 9,:. TJI ® /ProT"" -150 JOIST @ 16.0' _A BEAMUSA 1001 1/18101 10:09:49 AM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS USTED LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 100 Live at 100% duration, 24 Dead, 0 Partition SUPPORTS: INPUT BEARING WIDTH LENGTH 1 2x4 Plate 3.50" 2.25" 2 2x4 Plate 3.50" 2.25" - See Trus Joist SPECIFIERS / BUILDER'S GUIDES for detail(s): A3. DE S1GN C ONTROLS : MAXIMUM Shear(b 503 Reaction(b) 503 Mom ent(ft -b) 785 Live Dett.(ln) Total Defl. Copyrdght 0 2000 by Trus Joist. A Weyerhaeuser Business. TJI® is a registered trademark of Trus Joist. 1N JUSTIFICATION Left Face Right Face DESIGN CONTROL 489 1120 503 995 785 2839 0.034 0.152 0.043 0.304 1 • s" REACTIONS(bs.) LIVE/ DEAD/ TOTAL 433 /104/537 433/ 104 /537 CONTROL Passed(44 %) Passed(51 %) Passed(27%) Passed(U999 +) Passed(U999 +) Product Diagram Is Conceptual. DETAIL Detail A3 Detail A3 OTHER 1.25" LSL Rim 1.25" LSL Rim LOCATION Lt. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Allowable moment was Increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480, TL:U240). - Deflection analysis is based on composite action with single layer of the appropriate span - rated, GLUED & NAILED wood decking. - Braclng(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. j ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software wiV be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design bads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: 00095 Poggemeyer Design Group, Inc. asd 512 Sixth Street South, Suite 202, Kirkland, WA 98033 �t 425 - 739-0215 425 -828 -4850 Pro'", TJ-Prom and TJ- Beam^' are trademarks of Trus Joist. di T w440 9 04 t. TJ- Beam^' v5.45 Serial Number: 7000015245 BEAMUSA 1001 1118101 9:57:58 AM Page 1 of 1 Bulk! Code: 124 4 ' THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS USTED SUPPORTS: INPUT BEARING WIDTH LENGTH 1 2x4 Plate 3.50" 2.25" 2 2x4 Plate 3.50" 2.25" CORRIDOR JOIST 11.x. TJI ® /ProT' -150 JOIST © 16. o/c JUSTIFICATION Left Face Right Face LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 100 Live at 100% duration, 30 Dead, 0 Partition REACTIONS(bs.) LIVE/ DEAD/ TOTAL 433/130/563 433/130 /563 - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. 201.911.0n99-4.1 MAXIMUM Shear(b) 527 Reaction(b) 527 Moment(ft-b) 802 Uve Defl.(in) Total Defl.(in) DESIGN CONTROL 513 1420 527 1081 802 3765 0.023 0.152 0.030 0.304 PROJECT INFORMATION OPERATOR INFORMATION: 00095 Poggemeyer Design Group, Inc. asd 512 Sixth Street South, Suite 202, Kirkland, WA 98033 425 - 739-0215 425 - 828 -4850 Copyright 0 2000 by Trus Jolat, A Weyerhaeuser Business. TJI® is a registered trademark of Trus Joist. CONTROL Passed(36%) Passed(49%) Passed(21%) Passed(U999 +) Passed(U999 +) DETAIL Detail A3 Detail A3 ProN, TJ- Pro*" and TJ- Beam are trademarks or Trus Joist Product Diagram Is Conceptual. OTHER 1.25" LSL Rim 1.25" LSL Rim LOCATION Lt end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480, TL:U240). - Deflection analysis is based on composite action with single layer of the appropriate span - rated, GLUED & NAILED wood decking. - Braclng(Lu): AN compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design bads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Residential product listed above. 4 1 I 0 ;#1 edit TJ -Beam TM v5.45 Serial Number 7000015245 BEAMUSA 1001 1/18101 5:13:38 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 100 Live at 100% duration, 24 Dead, 0 Partition SUPPORTS: INPUT BEARING WIDTH LENGTH 1 2x4 Plate 3.50" 2.25" 2 2x4 Plate 3.50" 2.25" - See Trus Joist SPECIFIER'S / BUILDERS GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL Shear(lb) 1082 1068 1420 Reaction(lb) 1082 1082 Moment(ft-b) 3538 3538 Live Defl.(in) 0.315 Total Defl.(in) 0.390 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U480, TL:L/240). - Deflection analysis is based on composite action with single layer of the appropriate span - rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished In accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Residential product listed above. PROJECT INFORMATION FFC COMFORT SUITES HOTEL FLOOR JOIST CORRIDOR MAX SPAN 111.1" TJI ® /ProTm -150 JOIST a©16: o/c n l 13' 8" I[al i r 11111111•11111111M11101=1 MN • Ir. JUSTIFICATION Left Face Right Face 1081 3765 0.327 0.654 REACTIONS(Ibs.) LIVE/ DEAD/ TOTAL 900/216/1116 900/216/1116 CONTROL Passed(75%) Passed(100%) Passed(94%) Passed(U499) Passed(L/402) OPERATOR INFORMATION: Poggemeyer Design Group, Inc. asd 512 Sixth Street South, Suite 202, Kirkland, WA 98033 425 - 739-0215 425-828-4850 DETAIL Detail A3 Detail A3 Copyright 0 2000 by Trus Joist, A Weyerhaeuser Business. Prow, TJ -Pro^' and TJ -Beam TM are trademarks of Trus Joist. TAD Is a registered trademark of Trus Joist. Product Diagram is Conceptual. OTHER 1.25" LSL Rim 1.25" LSL Rim LOCATION Lt. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading z W 6 10 00 0 W }} u. ¢ �O w 0 � N � w w u. O W z v � 0 z i tn 11Z0 je „ FLOOR JOIST TJ -BeamTM v5.45 Serial Number. 7000015245 11.b. TJI ® /ProTm -150 JOIST @ 16. o/c BEAMUSA 1001 1118/01 5:12:04 PM 41 Page 1 of 1 Build Code: 124 roAll THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS: w OJ a U O N O w J WO CONTROLS: U. v z — O uj n U - Allowable moment was increased for repetitive member usage. © H - Deflection Criteria: STANDARD(LL: L/480, TL :L1240). - Deflection analysis is based on composite action with single layer of the appropriate span - rated, GLUED & NAILED wood decking. tU U - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. u- Z ADDITIONAL NOTES; v N - IMPORTANT! 11* analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by p this software will be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific Z product application, input design bads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability, - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: FFC COMFORT SUITES HOTEL Poggemeyer Design Group, Inc. asd 512 Sixth Street South, Suite 202, Klrkiand, WA 98033 425 -739 -0215 425 - 828 -4850 Copyright 02000 by Trus Joist, A Weyerhaeuser Business. Pro^', TJ -Pro^' and TJ -BeamTM are trademarks of Trus Joist. TJI ® is a registered trademark of Tnis Joist. Product Diagram Is Conceptual. Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration, 24 Dead, 0 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x4 Plate 3.50" 2.25" Left Face 360 / 216 / 576 Detail A3 1.25" LSL Rim 2 2x4 Plate 3.50" 2.25" Right Face 360 / 216 / 576 Detail A3 1.25" LSL Rim - See True Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 558 551 1420 Passed(39%) Lt. end Span 1 under Floor loading Reaction(lb) 558 558 1081 Passed(52%) Bearing 1 under Floor loading Moment(ft-b) 1826 1826 3765 Passed(48 %) MID Span 1 under Floor loading Live Dell(in) 0.126 0.327 Passed(L/999 +) MID Span 1 under Floor loading Total Defl.(in) 0.201 0.654 Passed(Ll780) MID Span 1 under Floor loading POGGEMEYER DESIGN GROUP CONSUUING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828-4850 Made by oar. Job No. Checked by Da t - Sheet No. pit t L1 Description e/9 !t /tic /f .51 Job Na ' . � L' 6ti��SY''., e' :Pf:s':t °•�5&s ":Y�Tr:I - ...r }:b�; elm Pwon aN6r UNDt? "6/ LL=40esr: d _I 0t... 24 Osr w ll'kt a ,Zre 41,33Ft /4GAZi 55.z. / 3/, el fi.e 4411 a FLOOR JOIST UNDER SPA'S S.( TJ- Beam^' v5.45 Serial Number. 7000015245 BEAMUSA 1001 2/28/01 11:09:28 AM Page 1 of 1 Build Code: 124 4 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPUCATION AND LOADS LISTED 2 Pc_ of 11.875" TJI ® /ProTm-15O JOI1, @ 16,0" o/c l•J 1 J SUPPORTS INPUT BEARING WIDTH LENGTH 1 2x4 Plate 3.50" 2.25" 2 2x4 Plate 3.50" 2.25" 13' 6" LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration, 24 Dead, 0 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(pit) Floor(1.00) 166 0 8' 8" to 13' 8" Adds to REACTIONS(Ibs.) JUSTIFICATION LIVE/ DEAD/ TOTAL Left Face 506 /216/722 Right Face 1044 /218/1260 - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. PESIGN CONTROLS: MAXIMUM Shear(b) 1208 Reaction(b) 1208 Moment(ft -b) 2903 Live Defl.(in) Total Defl.(in) DESIGN 1187 1208 2903 0.128 0.188 CONTROL 2840 2161 7530 0.327 0.654 CONTROL Passed(42%) Passed(56%) Passed(39%) Passed(U999+) Passed(U935) PROJECT INFORMATION OPERATOR INFORMATION: No Project Information available Poggemeyer Design Group, Inc. asd 512 Sixth Street South, Suite 202, Kirkland, WA 98033 425 - 739-0215 425 - 828 -4850 Copyright 0 2000 by Trus Joist, A Weyerhaeuser Business. Pro"', TJ- Pro*" and TJ- Beam"" are trademarks or Trus Joist. TJI® is a registered trademark or Tnis Joist. Product Diagram is Conceptual. DETAIL OTHER Detail A3 1.25" LSL Rim Detail A3 1.25" LSL Rim LOCATION Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL• L/480, TLU240). - Deflection analysis is based on composite action with single layer of the appropriate span - rated, GLUED & NAILED wood decking. - Braclng(Lu): AA compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with This Joist product design criteria and code accepted design values. The specific product application, input design bads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Residential product listed above. s RF HEADER AT GRID A BETWEEN 12 & 14 Try. Width = Dead Load = Live Load = Pa.= 288.0 # Pu.= 900.0 # Pn,= 1188.0 # maximum values: i'r r',k: Use: 5.125X9 BEAM W! EQUAL SPACED POINT LOADS 9.00 ft 16.0 psf 50.0 psf Duration = 1.00 Span = 6.50 ft Spacing = 24 inches Bm depth = 9 inches provides: Mr= 13837.5 ft-# OK Vr 5073.8 # EI= 560.4 x10e6 inch offset spacing 1111 �f--- span-e. 1 Case #1- Maximum Moment offset= 15 inches V07) ©x= 3.25 ft Midspan: ( x1068 ) x P R V M EILL (1./360) Elti (U240) 1.25 1188 959.5 959.5 -2378 22.5 19.8 3.25 1188 594.0 594.0 0 41.1 38.1 5.25 1188 228.5 228.5 0 22.5 19.8 7.25 0 0.0 0.0 0 0.0 0.0 9.25 0 0.0 0.0 0 0.0 0.0 11.25 0 0.0 0.0 0 0.0 0.0 0 0 0.0 0.0 5791.5 0.0 0.0 3564 1782.0 1782.0 3415.5 86.1 75.8 Case #2 - Maximum Sheer offset= 9 Inches V=0 ® x= 2.8 ft Midspan: (x10e6 ) x P R V M EILL (L/360) Elti (0240) 0.75 1188 1050.9 1050.9 -2376 14.0 12.3 2.75 1188 685.4 685.4 0 39.7 34.9 4.75 1188 319.8 319.8 0 30.0 26.4 6.75 0 0.0 0.0 0 0.0 0.0 8.76 0 0.0 0.0 0 0.0 0.0 10.75 0 0.0 0.0 0 0.0 0.0 0 0 0.0 0.0 5654.4 0.0 0.0 3564 2056.2 2056.2 3278.4 83.6 73.6 Case #3 - Maximum Reaction offset= 0 inches V4 © x= 4.0 ft Midspan: ( x10e6 ) x P R V M EILL (0360) EIU (0240) 0 1188 1188.0 0.0 -4752 0.0 0.0 2 1188 822.5 822.5 - 2376 33.1 29.1 4 1188 456.9 456.9 0 38.0 33.5 6 1188 91.4 91.4 0 9.4 8.3 8 0 0.0 0.0 0 0.0 0.0 10 0 0.0 0.0 0 0.0 0.0 0 -0 0.0 0.0 10235.1 0.0 0.0 4752 2558.8 1370.8 3107.1 80.6 70.9 R V M EILL (11360) Eltil (L1240) 2558.8 2056.2 3415.5 86.1 75.8 x 10e6 x 10e6 F71 56 RF H-1 Trib. Width = Dead Load = Live Load = Pa= 592.0 # P 804.3 # Pre= 1396.3 # maximum values: Use: 5.125X9 BEAM WI EQUAL SPACED POINT LOADS 18.50 ft 18.0 psf 25.0 psf Duration = 1.15 Span = 6.50 ft Spacing = 24 inches Bm depth = 9 inches Case 01 -Maximum Moment offset= 15 Inches V=0 © 3.25 ft Midspan: (x10e6 ) x P R V M 1.25 1398.348 1127.8 1127.8 - 2792.696 3.25 1396.348 698.2 698.2 0 5.25 1396.348 268.5 268.5 0 7.25 0 0.0 0.0 0 9.25 0 0.0 0.0 0 11.25 0 0.0 0.0 0 0 0 0.0 0.0 6807.2 4189.043 2094.5 2094.5 4014.5 EILL (0360) 20.1 38.7 20.1 0.0 0.0 0.0 0.0 provides: Mr- 13837.5 ft-# OK Vr= 5073.8 # EI= 560.4 x10e6 Inch offset spacing �-- span-Ho- 77.0 Elti (L/240) 23.3 42.5 23.3 0.0 0.0 0.0 0.0 89.1 Case #2 - Maximum Shear offset= 9 Inches V= © x= 2.8 ft Midspan: (x10e6 ) x P R V M EILL (U360) EitI (1./240) 0.75 1396.348 1235.2 1235.2 - 2792.696 12.5 14.4 2.75 1396.348 805.6 805.6 0 35.5 41.0 4.75 1396.348 375.9 375.9 0 26.8 31.0 8.75 0 0.0 0.0 0 0.0 0.0 8.75 0 0.0 0.0 0 0.0 0.0 10.75 0 0.0 0.0 0 0.0 0.0 0 0 0.0 0.0 6646.1 0.0 0.0 4189.043 2416.8 2416.8 3853.4 74.7 86.5 Case #3 - Maximum Reaction offset= 0 Inches V=0 a x= 4.0 ft Midspan: (x10e6 ) x P R V M EILL (L/360) Elti (0240) 0 1396.348 1396.3 0.0 - 5585.391 0.0 0.0 2 1396.348 966.7 966.7 - 2792.696 29.6 34.3 4 1396.348 537.1 537.1 0 34.0 39.3 6 1396.348 107.4 107.4 0 8.4 9.7 8 0 0.0 0.0 0 0.0 0.0 10 0 0.0 0.0 0 0.0 0.0 0 0 0.0 - 0.0 12030.1 0.0 0.0 5585.391 3007.5 1611.2 3652.0 72.0 83.3 R V M EILL (L/360) Eltl (U240) 3007.5 2416.8 4014.5 77.0 89.1 x 10e6 x 10e6 Z FZ 0 0 u,. WO 2 1Q O W U� O N h- W W u O 11 U O Uniformly Loaded Floor BeamE 97 UBC (91 ND5)1 StruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP, INC on: 01 -18 -2001 Project: 00095 - Location: EXTERIOR HEADER R,, Summary: 5.50 IN x 5.50 IN x 6.5 FT 1#2 - HEM -FIR (NORTH) - Dry Use Section Adequate By: 54.5% Controlling Factor: Section Modulus / Depth Required 4.42 In Deflections: Dead Load: OLD= 0.09 IN Uve Load: LLD= 0.02 IN = U4813 Total Load: TLD= 0.11 IN = U737 Reactions (Each End): Live Load: RL= 130 LB Dead Load: RD= 719 LB Total Load: RT= 849 LB Bearing Length Reqd.: BL= 0.42 IN Beam Data: Span: L= 6.5 FT Maximum Unbraced Span: Lu= 6.0 FT Uve Load Deflect. Criteria: U 380 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Dead Load: DL= 24 PSF Side One: Floor Live Load: LL1= 40 PSF Tributary Load Span(Side One): TW1= 1.0 FT Side Two: Floor Uve Load: LL2= 0 PSF Tributary Load Span(Side Two): 1W2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 190 PLF Average Uniform Live Load: LLave= 40 PSF Beam Loading: Beam Total Live Load: wL= 40 PLF Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 221 PLF Total Maximum Load: wT= 261 PLF Controlling Total Design Load: wTcont= 281 PLF Properties For: #2- HEM -FIR (NORTH) Bending Stress: Fb= 925 PSI Shear Stress: Fv= 70 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fcjerp= 370 PSI Adjusted Properties: Fb' (Tension): Fb'= 923 PSI Adjustment Factors: Cd =1.00 CI =1.00 Cf=1.00 Fv': Fv'= 70 PSI Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: M= 1380 FT -LB Shear (ii2 d from beam end): V= 730 LB Comparisons With Required Sections: Section Modulus: Sreq= 18.0 N3 S= 27.7 N3 Area: Areq= 15.7 N2 A= 30.2 N2 Moment of Inertia: ireq= 24.9 N4 1= 76.2 N4 ROOF SNOW LOAD AREA CSI =115L • 26" SPAN -DEPTH LOAD TABLES -174:: "' 34" 36" SINGLE MEMBER TRUSS 2X6 TOP CHORD 2X6 BOTTOM CHORD 1650 M.S.R GRADE /SPECIES ., . . a aEPTH TRUSS - / . M ir ga H =5.5 gg WARM . gg DEFLECTION L/240 L.L. 0 L/180 T.L. 24" • 26" 28" ' "' 34" 36" M, DEPTH gg ga J gg gg ga gg gg gg gg gg gg LIVE ' '' gl LIVE LOAD SPAN 262 262 281 281 298 298 315 315 X30 330 345 345 358 358 371 371 384 384 395 395 20 229 229 247 247 263 263 279 279 293 293 307 307 320 320 333 333 345 345 356 396 22 202 202 218 218 233 233 248 248 261 261 287 287 299 299 311 311 322 322 24 176 176 193 193 207 ' 246.2461g 258 269 269 280 280 291 291 26 141452 111 132 168 140 168 146 185'185 161 161 Millnallo 221 200".200 Er El 232 210 243100011001 220 220 234 253 230 ,263 239 ';, . 28 r. •it 30,• 94 116 115 129 138141 154.154 166166 179-'179 • 200 200 20 209 : 218 32. 103 96 114 115 125 136 136 147 147 159 1 18 181 19 191 -199 34 ' 115 i31 ,131 l 151 El 161 17 181 181 :'•. .36 ; . .: 97 114 1.18 '136 now 154 mg 163 38 '59 82 70 90 83..98 97'106 112'114110M 13 139 147 - 40 41 62 51 74 61 82 72 • 89 84' 96 91 104 111 118 12: 126 ►► 133 42 44•- 66 53 74 43 81 73 84,..94 9 101 10:1 114 121 44 . 46 68 5`_ 74 64.,'80 86 92 99 10 105 11 46 • 41 61 4E • 68 5b " 85 91 - 96 10 48 4: •. 89 94 50 t 4 q •- 5v • '72 • 82 87 • 52 • 3 67 5•' 71 6 76 RO 54 t t . 4 62 70 6 75 56 58' 4 • 62 . NOTES: Specify I , r8.110381 with TRUSWAL PAGE: Confidence O►,o.�.� •.w .PM..1C0.0•M0•. •19.001 CC.... fit 57 ALLOWABLE UNIFORM LOAD (P.L.F.) POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland. WA 98033 (425) 827-5995 • Fax (425) 828-4850 Made by \ I I\ :it Datc , OL Job No. • ) ) 1)' / . Checked by Date Sheet No. Description — :- ' • ' • Job Name ' . ... . , _ ,, t.' i • 1/4.. . , ..,,.. r LL ,ci c'ST . • _ au virj _ 34.1 eit 34' 14.1 1`.)01:0!•1 f.21 e 1,-'D Du= \i.0 ; ?- c /14 T. / • ' ' t; !.• / • . ! n e! tp I./M C r_ 7 • rou.T,tet,...tvtoov,svoiir I 4 • 121:: t. 3 2 ') r • • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Multi- Loaded Beam( AISC 9th Ed ASD 1 StruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP on: 03-04 -2001 Project: 00095 - Location: BEAM 1 Summary: A572 -50 W24x76 x 32.5 FT Section Adequate By: 289.6% Controlling Factor: Moment _, Deflections: Dead Load: DLD= 0.13 IN Live Load: LLD= 0.26 IN = L/1514 Total Load: TLD= 0.39 IN = U1005 End Reactions(Left Side): Live Load: RL1= 10156 LB Dead Load: RD1= 5135 LB Total Load: RT1= 15291 LB End Reactions(Right Side): Live Load: RL2= 10158 LB Dead Load: RD2= 5135 LB Total Load: RT2= 15291 LB Bearing Length Regd.(Left) : BL1= 1.44 IN Bearing Length Reqd.(Right): BL2= 1.44 IN Beam Data: Span: L= 32.5 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 625 PLF Dead Load: wD= 240 PLF Beam Self Weight: BSW= 76 PLF Total Load: wT= 941 PLF Properties for.A572 -50 W24x76 Yield Stress: Fv= 50 KSI Depth: d= 23.92 N Web Thickness: tw= 0.44 N Flange Width: bf= 8.99 N Flange Thickness: tf= 0.68 N Distance to Web Toe of Fillet: k= 1.44 N Moment of Inertia About X -X Axis: Ixx= 2100.0 N4 Section Modulus About X -X Axis (Calculated): Sxx= 176.0 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 2.29 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.61 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 54.36 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb =.66•Fy: Lc= 8.052 FT Allowable Bending Stress: Fb= 33.0 KSI Web Width to Thickness Ratio: h/tw= 47.8 Limiting Width to Thickness Ratio for Fv= .4•Fy: AWSL= 53.7 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Nominal Moment Strength: Mn= 484000 FT -LB Controlling Moment: Mu= 124241 FT -LB 16.25 FT From Left Support Nominal Shear Strength: Vn= 210496 LB Maximum Shear: V= 15291 LB Moment of Inertia: ireq= 501 IN4 1= 2100 IN4 Multi- Loaded Beamf A1SC 9th Ed ASD 1 StruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP on: 03- 04-2001 Project: 00095 - Location: BEAM it Summary: A572 -50 W24x84 x 38.0 FT Section Adequate By: 5.1% Controlling Factor. Moment Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= End Reactions(Left Side): Live Load: RL1= Dead Load: RD1= Total Load: RT1= End Reactions(Right Side): Live Load: RL2= Dead Load: RD2= Total Load: RT2= Bearing Length Read.(Left) : BL1= Bearing Length Reqd.(Right): BL2= Bearing for P1: BL P1= Bearing for P2: BL P2= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: Uniform Load: Live Load: wL= Dead Load: wD= Beam Self Weight: BSW= Total Load: wT= Concentrated Load P1: Live Load: PL1= Dead Load: PD1= Total Load: PT1= Location: X1= Concentrated Load P2: Live Load: PL2= Dead Load: PD2= Total Load: PT2= Location: X2= Properties for.A572 -50 W24x84 Yield Stress: Fy= Depth: d= Web Thickness: tw= Flange Width: bf= Flange Thickness: tf= Distance to Web Toe of Fillet: k= Moment of Inertia About X -X Axis: Ixx= Section Modulus About X -X Axis (Calculated): Sxx= Radius of Gyration of Compression Flange + 1/3 of Web: rt= Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= Allowable Flange Buckling Ratio: AFBR= Web Budding Ratio: WBR= Allowable Web Budding Ratio: AWBR= Controlling Unbraced Length: Lb= Limiting Unbraced Length for Fb= .66 *FV: Lc= Limiting Unbraced Length for Fb =.6'Fy w/ Cb: Lu= Moment Gradient Bending Coefficient: Cb= Allowable fb per ASD Eqn F1-6: F1-6= Allowable fb per ASD Eqn F1 -7: F1 -7= Allowable fb per ASD Eqn F1 -8: F1 -8= Elastic Limit of ASD Eqn F1-6: ELI-6= Allowable Bending Stress: Fb= Web Width to Thickness Ratio: h/tw= Limiting Width to Thickness Ratio for Fv= .4'Fy: AWSL= Allowable Shear Stress: Fv Design Requirements Comparison: Nominal Moment Strength: Controlling Moment: 19.0 FT From Left Support Nominal Shear Strength: Maximum Shear: Moment of Inertia: Mn= Mu= Vn= Ireq= 0.33 IN 0.65 IN = U697 0.99 IN = U463 1.56 N 2370.0 N4 196.0 N3 2.31 N 5.86 9.19 51.28 90.51 20.0 FT 8.079 FT 9.606 FT 1.0 15.7 KSI 15.75 KSI 14.41 KSI 19.442 FT 15.75 KSI 44.6 53.7 20.0 KSI 257232 FT -LB 244707 FT -LB 226540 LB 28173 LB 1229 IN4 18706 LB Z 9467 LB 28173 LB I- W 18706 9467 LB u B 28173 LB U 0 1.56 IN (0 0 1.56 IN NuJ 1.56 IN 1.56 IN 38.0 FT w O 20.0 FT 360 240 u. Q ur 450 PLF 144 PLF Ul 84 PLF F 678 PLF g_ O 10156 LB W W 15291 LB D O 8.0 FT �N 10156 LB ;- 5135 LB W 15291 LB V 30.0 FT u. 50 KSI cu Z 24.10 N U N 9.02 N Z 0.77 N LIM aa . Pape: 2 Multi- Loaded Beam( AISC 9th Ed ASD 1 StruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP on: 03- 04-2001 Project: 00095 - Location: BEAM t2 I= efttfr at, t <�r Multi- Loaded Beam( AISC 9th Ed ASD ) StruCalc 4.06 By: JASON HILL, POGGEMEYER DESIGN GROUP on: 03 -04 -2001 - ' Project: 00095 - Location: W16X26 SUPPORT BEAM Summary: A572 -50 W16x26 x 6.5 FT Section Adequate By: 36.3% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.05 IN = U1691 Total Load: TLD= 0.05 IN = L/1687 End Reactions(Left Side): Live Load: RL1= 14808 LB Dead Load: RD1= 85 LB Total Load: RT1= 14892 LB End Reactions(Right Side): Live Load: RL2= 40192 LB Dead Load: RD2= 85 LB Total Load: RT2= 40277 LB Bearing Length Reqd.(Left) Bearing Length Reqd.(Right): BL2= 10.87 IN Bearing for P1: BL P1= 4.83 IN Beam Data: - Span: L= 6.5 FT Maximum Unbraced Span: Lu= 4.75 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Uniform Load: Live Load: wL= 0 PLF Dead Load: wD= 0 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT= 26 PLF Concentrated Load P1: Live Load: PL1= 55000 LB Dead Load: PD1= 0 LB Total Load: PT1= 55000 LB Location: X1= 4.75 FT Properties for.A572 -50 W16x26 Yield Stress: Fy= 50 KSI Depth: d= 15.69 N Web Thickness: tw= 0.25 N Flange Width: bf= 5.50 N Flange Thickness: tf= 0.34 N Distance to Web Toe of Fillet: k= 1.06 N Moment of Inertia About X -X Axis: Ixx= 301.0 N4 Section Modulus About X -X Axis (Calculated): Sxx= 38.4 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.36 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.97 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 62.76 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 4.75 FT Limiting Unbraced Length for Fb= .66'Fy: Lc= 4.031 FT Limiting Unbraced Length for Fb=.6*Fy w/ Cb: Lu= 7.055 FT Moment Gradient Bending Coefficient: Cb= 1.75 Allowable Bending Stress: Fb= 30.0 KSI Web Width to Thickness Ratio: h/tw= 54.3 Limiting Width to Thickness Ratio for Fv=.4*Fy: AWSL= 53.7 Critical Web Stress Ratio: Cv= 2.6 Shear Buckling Coefficient kv= 27.3 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Nominal Moment Strength: Mn= 96000 FT -LB Controlling Moment: Mu= 70445 FT -LB 4.75 FT From Left Support Nominal Shear Strength: Vn= 78450 LB Maximum Shear: V= 40277 LB Moment of Inertia: Ireq= 64 IN4 1 301 IN4 b CD 0 w= CD IL. w O g Q L a 3 w t-- O 6 ' w O c o O - O 1- w w LLJ U= O F- Z POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland. WA 98033 (4251 827 -5995 • Fax (425 ) 828 -4850 Made by ( Datt 03/41 p/ Job No (16r)45 Checked by Date Sheet No r{f Description Job Na 1~ Pre. Jf1Y1 - ar j` i l5 . - 4.4 j Lc .t,tt ' ill �� .\ 14T -2 u /f ►2 OS)N[o A S q - - Lti 6 C =Jt04 = 6.5 �_ - � 5_1rs,a • 612 + S) K i Ps • d� ✓ POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (4251827-5995 • Fax (425) 828-4850 Made by Date 0 Job No. 00 Oct 1 0 Checked by Date Sheet No. t W. ft. */ Descriptor I .• ........... 1....'" C 1 ••■•• '.---P P 1 "'"G /A tk)i Job Name PFC.- OCIPAFurr c a()% - ze 1 1 Afr, 1 1 5( e.t) s pj Ck 1loP5F ) -= 24O PLF M., 32. ot rDNLS q 4 s0 p L., ILo Sr )\4- 1 ) 444 PP: CDIN- 6 - " p POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 98 4850 Made by C� 44441 Y 0 2 / �l/ L I Q/ Job No. owls Checked by Date Sheet No. r4` ,p 6 s'S Description _ Job Name „ i 1cFe‘ J2l.hZ , /- /4' (. (2i8P) cfrEdi 14grittva 6,0oin 3. i�o b1)477&u. (gesr 64--) • Multi -Span Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 02 -26 -2001 : 10:53:32 AM Project: - Location: Summary: 1.51N x 5.5 IN x 8.0 FT (2.5 + 5.5 ) 1 #2 - Hem -Fir (North) - Dry Use Section Adequate By: 27.0% Controlling Factor: Section Modulus / Depth Center Span Deflections: Dead Load: Live Load: Total Load: Right Cantilever Deflections: Dead Load: Uve Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Note:Design For Uplift Loads Bearing Length Required (Beam only, Support capacity not checked): Center Span Right End Reactions (Support B): Uve Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Dead Load Uplift F.S.: Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Right Cantilever Length: Right Cantilever Unbraced Length -Top of Beam: Right Cantilever Unbraced Length -Bottom of Beam: Uve Load Duration Factor: Pitch Of Roof: Uve Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Roof Uve Load: Roof Dead Load: Roof Tributary Width Side One: Roof Tributary Width Side Two: Beam Self Weight: Wall Load: Total Uve Load: Total Dead Load (Adjusted for Roof Pitch): Total Load: Right Cantilever Loading: Uniform Load: Roof Uve Load: Roof Dead Load: Roof Tributary Width Side One: Roof Tributary Width Side Two: Beam Self Weight: Wall Load: Total Live Load: Total Dead Load (Adjusted for Roof Pitch): Total Load: Properties For: #2- Hem -Fir (North) Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Compression Face in Tension): Adjustment Factors: Cd =1.15 CI =0.93 Cf=1.30 FV: Required 5.01 In DLD- Center= LLD - Center= TLD- Center= DLO- Right= LLD - Right= TLD- Right= LL- Rxn -A= DL- Rxn -A= TL- Rxn-A= Ran- Amin= BL -A= LL- Rxn-B= DL-Rxn-B= TL- Rxn -B= BL -B= FS= L2= Lug -Top= Lu2- Bottom= L3= Lu3 -Top= Lu3- Bottom= Cd= RP= U L/ RLL -2= RDL -2= Trib -1 -2= Trib -2 -2= BSW= Wall-2= wL -2= wD-2= wT -2= RLL -3= RDL -3= Trib -1 -3= Trib -2 -3= BSW= Wall -3= wL -3= wD-3= wT -3= Fb= Fv= E= Fc perp= Fb'= Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= Over left support of span 3 (Right Span) Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Maximum Shear. V= At Right Support of Span 2 (Center Span) Critical shear created by combining all dead Toads and live Toads on span(s) 2, 3 Comparisons With Required Sections: 0.00 -0.01 -0.01 0.02 0.42 0.43 54 -10 45 -273 0.08 558 26 584 1.05 1.5 2.5 0.25 0.25 5.5 0.0 5.5 1.15 0 240 180 21.8 0.0 1.0 1.0 2 0 44 0 46 21.8 0.0 1.0 1.0 2 0 44 0 46 1000 75 1600000 370 1390 86 333 LB IN IN =L/2185 IN = L/2096 IN IN = 2L/317 IN = 2L/304 LB LB LB LB IN LB LB LB IN FT FT FT FT FT FT : 12 PSF PSF FT FT PLF PLF PLF PLF PLF PSF PSF FT FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI -690 FT -LB 00, iU. r•! Project: - Location: Section Modulus: Sreq= 6.0 N3 S= 7.5 N3 Area: Areq= 5.8 N2 A= 8.2 N2 Moment of Inertia: Ireq= 15.8 N4 I= 20.7 N4 Page: 2 Multi -Span Roof Beamf 97 Uniform Building Code (91 NDS) 1 Ver: 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 02 -26 -2001 : 10:53:33 AM Project: - Location: Summary: ( 2 ) 1.5 IN x 5.5 IN x 8.0 FT (2.5 + 5.5 ) /#2 - Hem-Fir (North) - Dry Use i‘a Section Adequate By: 159.2% Controimg Factor. Section Modulus / Depth Required 3.98 In Center Span = 2.5 ft Mufti-Span Roof Beam(97 Uniform Building Code (91 NDS) JVer. V5021010 By JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 02 -26 -2001 &g am ',MUM Dead Load Total Load Uplift Load A 54 Lb -20 Lb 35 Lb -284 Lb 8 558 Lb 51 Lb 609 Lb 0 Lb Center Scan Uniform Loading Lh Dead Load Self Weigh] Total Load W 44 Plf 0 Pif 4 Plf 48 PIf Rlaht Cantilever Uniform Loading Live Lo : • Dead Load Self Weigh( Total Load W 44 PIf 0 PM 4 PIf 48 Pif LOADING DIAGRAM Right Cantilever = 5.5 ft POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 828-4850 Made by itit. 11 7? t -- 10 I Job N (3 0 33 Checked by .. _. Date Sheet No r,v 72 Description lob Name. er r1 ears4 c.:4' )\.7 .•••••••-•,, V.‘7:..:7* OF ME:Mat:2 . .‘•:•••••• ••••••••• 77 . • , r• NATE L. M 1- • ;AT x (4 )c 4 ° &av /.) Lb (.17 ,to - =-1* ( 1 ' V.)n. - 34' c ) 2 (cp ) *kr:, 4 . - - - 3'-" a) a) - cizFt- ('e-io") s6eo (2,2„sf?)(o.o3/ 2S )(4-94" )(_ i - s" at. \co / F 411 A frfifi5 itios POGGEMEYER DESIGN GROUP, INC. Consulting Engineers Made By. JLH Date: 2/26/01 Job No.: 00055 Checked by. Date: Sheet No.: t IZ 73 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Seismic Lateral Forces Job Name: FFC COMFORT SUITES PORTE COCHERE Seismic Zone = 3 Soil Type = S R Factor = 4.5 Siesmic Source Type = na Distance to Fault (km) = na Importance Factor = 1.00 Building Period Coefficient, C = 0.02 Simplified Design Base Shear V = 3.0•Ca/R'W Section 1630.2.3.2 Design Bas. Shear V = CWU(R'T)'W Section 1630.2.1 Design Base Shear Min V = 0.11•Ca•i•W = 0.87•Nv'UR•W Section 1630.2.1 Design Base Shear Max iui Z U F- Length (ft) Height (ft) Weight (psf) Weight (kips) Z V = 2.5•Ca• /R'W Section 1630.2.1 Roof. 41 30 21 25.83 Ext Walt 1 1 1 0.00 Int Wail: 1 1 1 0.00 Total Weight, W = 25.83 Kips Total Length of Shear Walls (N/S Direction) = Total Length of Shear Walls (E/W Direction) = Ground Floor Area of Building = V = 6.17 Kips V = 0.2400 W V = 5.5496 W V = 0.0396 W V = 0.2000 W CONTROLS 1.00 ft 1.00 ft ft V = pV /1.4 V = 3.69 Kips Nis Vey = 3.69 Kips Section: 1630.1.1 & 1612.3.1 Z W U O to w N u, W O t Q W O LLJ • W U� O N O I— W O Uniformly Loaded Floor Beam( AISC 9th Ed ASD 1 Ver. 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 02 -26 -2001 : 2:18:15 PM Project: 00095 - Location: PORTE COCHERE Summary: A572 -50 C12x20.7 x 30.0 FT Section Adequate By: 126.9% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.36 IN Live Load: LLD= 0.30 IN = U1183 Total Load: TLD= 0.66 IN = U545 Reactions (Each End): Live Load: LL -Rxn= 938 LB Dead Load: OL -Rxn= 1098 LB Total Load: TL -Rxn= 2036 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.13 IN Beam Data: Span: L= 30.0 FT Unbraced Length -Top of Beam: Lu= 0.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 25.0 PSF Floor Dead Load -Side One: DL1= 21.0 PSF Tributary Width -Side One: TW1= 1.25 FT Floor Live Load -Side Two: LL2= 25.0 PSF Floor Dead Load -Side Two: DL2= 21.0 PSF Tributary Width -Side Two: TW2= 1.25 FT Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 63 PLF Beam Self Weight: BSW= 21 PLF Beam Total Dead Load: wD= 73 PLF Total Maximum Load: wT= 136 PLF Properties for: C12x20.7/A572 -50 Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 12.00 N Web Thickness: tw= 0.28 N Flange Width: bin 2.94 N Flange Thickness: tf= 0.50 N Distance to Web Toe of Fillet: k= 1.13 N Moment of Inertia About X -X Axis: Ix= 129.00 N4 Section Modulus About X -X Ms: Sx= 21.50 N3 Design Properties per AISC Steel Construction Manual: Flange Budding Ratio: FBR= 2.94 Allowable Flange Budding Ratio: AFBR= 9.19 Web Budding Ratio: WBR= 42.55 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.5 FT Limiting Unbraced Length for Fb=.6*Fy w/ Cb: Lu= 2.64 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 39.0 Limiting Web Height to Thickness Ratio for Fv= .4'Fy: h/tw- Limit= 53.74 Allowable Shear Stress: b Fv= 20.0 KSI Design Requirements Comparison: Nominal Moment Strength: Mr= 59125 FT -LB Controlling Moment: M= 15266 FT -LB Nominal Shear Strength: Vr= 67680 LB Maximum Shear. V= 2036 LB Moment of Inertia: Ireq= 56.8 IN4 I= 129.0 IN4 Loads: BLC 1, DL LL EQ Solution: LC 1, DL LL EQ Reaction units are K and K -ft Poggemeyer Design Group, Inc. Jason hill -6.21 10.3 10.4 March 4, 2001 6:07 PM untitled.r2d NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 1 ! } 1 1 i t 1 I , ! i { t 1 l 1 , I i l 1 . j L ` I i t I } 1 i I t t i } t 1 1 I!! 1 I - ! 1 ' , 1 1 1 1 . IN 1 ; , ' s 1 1 i i ! i 1 1 I I/ i 3 1 - 11 1 '� -4 1 i i } } I i Rlt I . ' 1 I ' 1 1! 1 1 I t I 1 1 1• 1 fillip ; 1 i I � 1 t ! i • I i II1 1 1 1 i I i { ! I i i 1 4 •: 1 1: 1 +1 f i i! 1 1 N; i,! 11111111111111111111 1 I i I i l,, i 1 } _ ! I I ! I i 28 i 1 1 i I ( t ; =__ T i I} t s 1 i _ , . , 1 j Loads: BLC 1, DL LL EQ Solution: LC 1, DL LL EQ Reaction units are K and K -ft Poggemeyer Design Group, Inc. Jason hill -6.21 10.3 10.4 March 4, 2001 6:07 PM untitled.r2d NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor (ASIF) 1.333 Yes Include Shear Deformation No. of Sections for Member Calcs 5 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% M1 N1 N2 SEC1 i 14 i 14 M2 -, N4 :.. N3 .... N4 : SEC1 0 0 .14 M3 N2 N3 ► SEC1 PIN PIN 18 N1 0 0 0 N2 0 14 0 N3 18 14 0 N4 18 0 0 N2 L Y -6.21 N3 L Y -6.21 N3 L X -4 M3 Reaction N2 Reaction N3 I Y 1 -4.14 I 6 ::.;.M3 ...:..... .... . • _N2:: ,. -.. • : _ N3_ -4.14 :12 N1 Reaction Reaction Reaction N4 Reaction Reaction Reaction Company : Poggemeyer Design Group, Inc. Designer : Jason hill Job Number : Global Materials (General) Material Label Young's Modulus Shear Modulus (Ksi) (Ksi) L STL ( 29000 1 11154 Joint Coordinates Joint Label Member Data Member Label 1 Joint .1 Joint Bounda Conditions BLC No. Joint Label Joint Label Description 1 1 DLLLEQ X Translation Basle Load Case Data X Coordinate ( [L)oad or Basic Load Case Category Code None Rotate degrees Y Translation Y Coordinate ( Section Set Rotation ( K- ft/rad Member Label I Joint J Joint RISA - 2D Version 5.1a [c:1RISA\untitled.r2d] Direction Category Description Poisson's Thermal Coef. Ratio (per 10A5 F) .3 1 .65 Joint Temperature F End Releases I -End J -End AVM AVM Member Point Loads Category : No_pe, BLC 1 : DL LL ECG Direction Magnitude Joint Loads/Enforced Dis • lacements Cate • o • : None BLC 1: DL LL E Magnitude K, K -ft, In, rad March 4, 2001 6:21 PM Checked By: Weight Density Yield Stress (wn " (Ksi) .49 1 50 End Offsets Inactive Member I -End J -End Code Length In In (Ft K -ft Location i Ft or % Gravity Load Type Totals X Y Nodal Point Dist. I 1 3 2 1 i 1 Page 1 M1 1 0.291 0 i 0.034 r 0 17.597 30 3 24.662 H1-2 M2 ` 0.292 0 1 0.034 10.35 0 17.597 30 1 24.662 H1-2 M3 0.313 10.5 -2.003 0.071 I 0 11.962 30 I 19.182 f H1 -3 ( M1 1 10.35 -1.997 - 27.951 2 10.35 -1.997 - 20.963 3 10.35 -1.997 - 13.976 4 10.35 -1.997 -6.988 5 10.35 -1.997 0 ( M2 1 10.35 -2.003 - 28.049 2 10.35 -2.003 - 21.037 3 10.35 -2.003 - 14.024 4 10.35 -2.003 -7.012 5 10.35 -2.003 0 M3 1 1.997 4.14 0 2 1.997 4.14 -18.63 3 1.997 0 -24.84 4 1.997 -4.14 -18.63 5 1.997 -4.14 0 Company : Poggemeyer Design Group, Inc. Designer : Jason hill Job Number : Load Combinations Num Description Env WS PD SRSS CD BLC Factor 1 1 l DL LL EQ 1 1 1 1 11 1 j 1 Member Section Forces, LC 1: DL LL EQ Member Label Section Axial Shear Reactions LC 1: DL LL E Joint Label N1 N4 X Force 1.997 =2:003 Reaction Totals : 1 4 Center of Gravity Coords (X,Y) (Ft) : K Y Force 10.35 10.35 20.7 9 Moment (K4ft) - 27.951 - 28.049 14 Member RISC ASD 9th Code Checks LC 1: DL LL E Member Label Code Chk Loc ( Shear Chk Loc ( Moment (K_Al Fa (si BLC Factor BLC Factor BLC Factor w 1 I ! Ft Csi March 4, 2001 6:21 PM Checked By: Fb r'/2 r./7 ASD Eqn. RISA -2D Version 5.1a [c: \RISA1untitled.r2dj Page 2 i l .1111NI 1 1 MIR 11 ' x+ I{ 1 i: : i i! 1 Illlll� � ' !AlRf�t lre!!!MlrPJ1!!!11! g1!!11l1Nin1m! I i ! i i I. { i i 1 ! I r` I : ! 1 I I , j • i :L 1 i , 41_4 # _Li - i i 1 : i ' r 1 I ( i! I i-4--= ' , , i 1 ■ i i; ; i {{ , i t , T T' _I r r: 1! s S { 7 Loads: BLC 1, DL LL EQ Solution: LC 1, DL LL EQ Reaction units are K and K -ft Poggemeyer Design Group, Inc. Jason hill -10 3 10.4 8 -4K 10.4 March 4, 2001 6:20 PM untitled.r2d NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. N1 0 0 0 N2 0 14 0 N3 30 14 0 -N4 30 0 0 N5 0 0 0 Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor (ASIF) 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% M1 N1 N2 90 SEC1 -10.35 ': .. r. ..._.....-0 .. L ..._.._. .,. 14 ..: _; ::M2 .: . ' : :N4 ... . N3 . .90 SEC1 X -4 14 M3 N2 N3 SEC1 PIN PIN 30 N1 N2 Reaction Reaction L Y -10.35 ': .. r. ..._.....-0 .. L ..._.._. .,. ._ ... Y . ..... - 10:35. N3 L X -4 N1 Reaction Reaction Reaction N4 Reaction Reaction Reaction I Global Company : Poggemeyer Design Group, Inc. Designer : Jason hill Job Number : _Materials (Genera Material Label Young's Modulus Ksi r 29000 (� STL Joint Coordinates Joint Label Member Data X Coordinate ( Member Label I Joint J Joint Shear Modulus Ksi 1154 Section Rotate Set decrees Boundary Conditions Joint Label X Translation ( Kiln ) l ) ( ) Y Translation K/in Joint Loads/Enforced Dls Category :None. BLC 1 : DL LL EQ , Joint Label (Lload or Direction Magnitude ID]isola (K, K -ft In, rad Basic Load Case Data BLC No. 1 Basic Load Case Description DL LL EQ Category Code None RISA -2D Version 5.1a [c:\RISA \untitied.r2d] Y Coordinate ( Poisson's Thermal Coef. Ratio (per 10 "5 F .3 Rotation K- ft/rad Category Description .65 Joint Temperature F End Releases I -End J -End AVM AVM Gravity X Y (-^ii: 7 9 March 4, 2001 6:17 PM Checked By: Weight Density Yield Stress _AK/ft ^3 .49 Ksi 50 End Offsets Inactive Member I -End J -End Code Length In In (Ft Load Type Totals Nodal Point Dist. 3 l Page 1 M1 0.842 I 0 0.015 0 17.597 1 30 37.5 H1 -2 M2 0:843 0 0.015 0 17.597 30 37.5 • H1-2 M3 0.039 0 0 0 4.306 30 11.509 H1 -1 M1 1 10.35 -1.999 - 27.988 _ ...2.001 2 10.35 -1.999 - 20.991 3 10.35 -1.999 - 13.994 4 10.35 -1.999 -6.997 5 10.35 -1.999 0 M2 1 10.35 -2.001 - 28.012 2 10.35 -2.001 - 21.009 3 10.35 -2.001 - 14.006 4 10.35 -2.001 -7.003 5 10.35 -2.001 0 M3 1 1.999 0 0 2 1.999 0 0 3 1.999 0 0 4 1.999 0 0 5 1.999 0 0 N1 1.999 10.35 - 27.988 ... . N4 ... ; ...... _ ...2.001 10.35 - -2 .012 20.7 .� Reaction Totals : 4 Company : Poggemeyer Design Group, Inc. Designer : Jason hill Job Number : Load Combinatlo s Num 1 1 1 Reactions LC 1: DL LL E Joint Label Description DL LL EQ Env WS PD SRSS CD 1 1 1 1 1 1 Member Section Forces, LC 1: DL LL EQ Member Label Section Axial Shear X Force Y Force Center of Gravity Coords (X,Y) (Ft) : 15 BLC 1 Factor 1 Moment ( K -ft ) 14 MemberAISC ASD 9th Code Checks LC 1: DL LL E Member Label Code Chk Loc Shear Chk RISA - 2D Version 5.1a [c: \RISA \untitled.r2d1 Loc Moment ( K -ft ) Fa BLC Factor Ft Ksi March 4, 2001 6:17 PM Checked By: BLC Factor BLC Factor I I Fb Ksi ASD Eqn. Page 2 BEAM SIZE NO. OF BOLTS BOLT SIZE PLATE THICKNESS WELD SIZE "A" W12 3 3/4" 3/8" 1/4" W16 4 3/4" 3/8" 5/16" W18 5 3/4" 3/8" 5/16" W21 6 3/4" 3/8" 5/16" W24 7 3/4" 3/8" 5/16" W30 8 3/4" 3/8" 5/16" BEA V CCNNECTI NOTES: 1) BOLT TYPE = A325N 2) PLATE MATERIAL = A36. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. N SCHEDULE POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland. WA 98033 (425) 827-5995 • Fax (425) 828-4850 Made by • r -,-. Dat._ . IN ii."-' 3) Job No. ,*); -6. Checked by Date Sheet No. • Description Job Name 7 ' - • J ; ! ' 2 i . • L Q-17L. H z 3 POGGEMEYER DESIGN GROUP, INC Consulting Engineers Made By. JLH Date: 1115/01 Job No.: 00095 Checked by Date: Sheet No.: L„ 2 512 8th Street South. Suite 202 Kkidand. WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Desctlption: Wind Base Shear Job Name: FFC COMFORT SUITES HOTEL HEIGHT 15.00 25.00 35.00 46.00 56.00 BASIC WIND SPEED: EXPOSURE: IMPORTANCE FACTOR • • • • • • • • • • East/West Direction (IS Ce 80 MPH B 1 16.4 0.62 1.4 = 14.24 16.4 0.72 1.4 16.53 16.4 0.80 1.4 s 18.37 16.4 0.88 1.4 a 20.20 16.4 0.93 1.4 s 21.35 WIND FORCES: LOCATION WIDTH HEIGHT PRESSURE FORCE SUBTOT North/South Direction ROOF T.O.ROOF TO PLATE 299.5 10.00 21.35 - 63943 PLATE TO MID 299.5 5.50 20.20 - 33274 4 FLOOR MID TO FLOOR 299.5 5.50 20.20 s 33274 FLOOR TO MID 299.5 5.00 18.37 - 27509 a FLOOR MID TO FLOOR 299.5 5.00 18.37 27509 FLOOR TO MID 299.5 5.00 16.53 = 24754 2 FLOOR MID TO FLOOR 299.5 5.00 14.24 - 21324 FLOOR TO MID 299.5 7.50 14.24 31987 TOTAL FOR WALL SHEAR ROOF T.O.ROOF TO PLATE 74 10.00 21.35 = 15799 PLATE TO MID 74 5.50 20.20 = 8221 4 FLOOR MID TO FLOOR 74 5.50 20.20 - 8221 FLOOR TO MID 74 5.00 18.37 = 6797 3 FLOOR MID TO FLOOR 74 5.00 18.37 = 6797 FLOOR TO MID 74 5.00 16.53 = 6116 2 FLOOR MID TO FLOOR 74 5.00 14.24 = 5269 FLOOR TO MID 74 7.50 14.24 = 7903 TOTAL FOR WALL SHEAR: Cq PRESSURE 97217 60783 52263 53311 263.57 Kips 24020 15018 12913 13172 65.12 Kips POGGEMEYER DESIGN GROUP,INC Consulting Engineers Made By: J1-11 Date: 1/16/01 Job No.: 00095 Checked by Date: Sheet No.: L. 3 512 6th Street South, Suite 202 i&rkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Seismic Weights Job Na me: FFC COMFORT SUITES HOTEL DEAD LOAD WEIGHTS FOR SEISMIC CALCULATIONS: ROOF LEVEL: FOURTH FLOOR LEVEL THIRD FLOOR LEVEL SECOND FLOOR LEVEL Unit Roof Weight: Unit Floor Weight: Exterior Wall Weight : Interior Corridor Wall Weight Interior Party Wall Weight interior Partition Wall Weight: Primary Roof 20308 Roof no.2 3344 Ext Wall Above Roof 299 Ext. Wall Below 740 Corridor Wall Below 346 Party Wall Below 1069 Partition Wall Below 880 Floor 20308 Ext. Wall Above 740 Corridor Wall Above 346 Party Wall Above 1069 Partition Wall Above 880 Ext. Wall Below 740 Corridor Wall Below 346 Party Wall Below 1069 Partition Wall Below 880 16.0 psf 24.0 psf 19.0 psf 11.5 psf 13.5 psf 8.0 psf LOCATION LENGTH HEIGHT UNIT WT. TOTAL SUB WEIGHT TOTAL 1.0 16.0 = 324928 1.5 16.0 = 81326 8.0 19.0 = 45448 5.5 19.0 = 77330 5.5 11.5 = 21885 5.5 13.5 = 79373 5.5 8.0 = 38720 1.0 24.0 = 487392 5.5 19.0 = 77330 5.5 11.5 = 21885 5.5 13.5 - 79373 5.5 8.0 = 38720 5.0 19.0 = 70300 5.0 11.5 = 19895 5.0 13.5 = 72158 5.0 8.0 = 35200 Floor 20308 1.0 24.0 = 487392 Ext. Wall Above 740 5.0 19.0 = 70300 Corridor Wall Above 346 5.0 11.5 = 19895 Party Wall Above 1069 5.0 13.5 = 72158 Partition Wall Above 880 5.0 8.0 = 35200 Ext. Wall Below 740 5.0 19.0 = 70300 Corridor Wall Below 346 5.0 11.5 = 19895 Party Wall Below 1069 5.0 13.5 = 72158 Partition Wall Below 880 5.0 8.0 = 35200 Floor 20246 1.0 24.0 = 485904 Ext. Wall Above 740 5.0 19.0 = 70300 Corridor Wall Above 346 5.0 11.5 = 19895 Party Wall Above 1069 5.0 13.5 = 72158 Partition Wall Above 880 5.0 8.0 = 35200 Ext. Wall Below 740 7.5 19.0 = 105450 Corridor Wall Below 346 7.5 11.5 = 29843 Party Wall Below 1069 7.5 13.5 = 108236 Partition Wall Below 880 7.5 8.0 = 52800 669010 902253 882498 979786 FOUNDATION LEVEL: ExL Wall Above 740 7.5 19.0 Corridor Wall Above 346 7.5 11.5 Party Wall Above 1069 7.5 13.5 Partition Wall Above 880 7.5 8.0 STRUCTURE WEIGHT FOR SHEAR WALL TOTAL: 3433.5 Kips = 105450 = 29843 = 108236 = 52800 LA} STRUCTURE WEIGHT FOR BASE SHEAR TOTAL: 3729.9 Kips POGGEMEYER DESIGN GROUP, INC Consulting Engineers Made By. JLH Date: 1/16/01 Job No.: 00095 Checked by. Total Date: Sheet No.: 1 S 512 Oth Street South. Sulte 202 Kirkland, WA 98034 Story Story Floor (425) 827 -5895 Free (425) 8284850 Deaaiption: Seismic Lateral Forces Wi'Ht Job Name: FFC COMFORT SUITES Shear HOTEL Shear Ft= V -Ft= WS Direction EIW Direction 0.00 Kips 490.51 Kips 0.00 Kips 490.51 Kips Story Total Story Story Story Story Story Floor Height Height Weight Wi'Ht Force Shear Force Shear Hi Ht WI Fi V Fi V (ft) (ft) (kits) (k -ft) (kips) (kips) (kiPs) (kips) Roof 11.00 $ 414NteG 669.0 30774.5 152.3 152.3 152.3 152.3 Fourth 10.00 902.3 31578.9 156.3 308.6 156.3 308.6 Third 10.00 882.5 22062.5 1092 417.8 109.2 417.8 Second 15.00 979.8 14696.8 72.7 490.5 72.7 490.5 Ground 0.00 0.0 0.0 0.0 490.5 0.0 490.5 Seismic Zone = 3 Soil Type = S R Factor = 4.5 Siesmic Source Type = na Distance to Fault (km) = na Importance Factor = 1.00 Building Period Coefficient, C = 0.02 Simplified Design Base Shear V = 3.0•Ca/R'W Section 1630.2.3.2 Poston Base Shear V = Cv•U(R'T)'W Section 1830.2.1 Design Base Shear Min V = 0.11•Cal•W = 0.82'NV I/R•W Section 1630.2.1 Poston Base Shear Max V = 2.5•Ca•UR'W V = 0.2000 W CONTROLS Section 1630.2.1 W= V= Total Length of Shear Waits (WS Direction) _ Total Length of Shear Watts (Elul Direction) _ Ground Floor Area of Building = 3433.55 Kips 686.71 Kips 256.00 ft 239.25 ft 13895 ft Reliability/Redundancy Factor, Ns • 1.00 Reliability/Redundancy Factor, p,N,s • 1.00 Vn, = pV /1.4 VWe = 490.61 Kips V • 490.51 Klps V = 0.2400 W V = 0.5284 W V = 0.0396 W Section: 1630.1.1 & 1612.3.1 Level Wind N/S (kip) Wind EJW Seismic N/S Seismic ENV Roof 97.22 24.02 152.30 152.30 Fourth 60.78 15.02 156.28 156.28 Third 52.26 12.91 109.19 109.19 Second 53.31 13.17 72.73 72.73 Total 263.57 65.12 490.51 490.51 POGGEMEYER DESIGN GROUP, INC Consulting Engineers Made By JLH Date: 1/16/01 Job No.: 00095 Checked by Date: Sheet No.: i_ (. 512 eth Street South, Suite 202 Kiridand, WA 98034 (425) 827-5995 Fax (425) 828-4850 Description: Lateral Design Loads Job Name: FFC COMFORT SUITES HOTEL Controlling: N/S - Seismic ENV - Seismic A:0 • Shear Wail with Window MoT ROOF = VROOF X H3 Holdown Calculation Equation WROOF D Most = ((V2 + VROOF) X H2] + MoT ROOF MR2 = 0.85 x (WROOF + W2) x D HD = (M - M - 6 ") MOTs _ (N, + V + VROOF) X H,j + Most M Rl = 0.85 x (W + W2 + WROOF) x D HD = (MoTl - MRl)/(D - 6 ") Allowable Design Shear In Wail Based on APA Research Report 157 Opening Area Ratio, a = EAREA /AREA,,,,, Wall Length Ratio, B = (L + L Sheathing Area Ratio, r = 1/(1+a/B) Shear Ratio, F = r /(3 - 2r) Wall Design Shear = MR RooF = 0.85 X WROOF X D2/2 HDROOF = (MOT ROOF - MR RooF) /(D - 6") E v D • F Where: L 7 V, = Story Shear W, = Story Dead Load HD, = Story Hoidown = Story Over Tuming Moment MR, = Story Resisting Moment � • W O 0 co o N ik wo u_a _ cs � 1 . 13 z jE U � O — W W u' W Z U = 0 Z C7 4 q 21? 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Y BM R.00R FRAUNG RAN _ M•11 I I I I 1 , , ' w 1 I I I POGGEHEYER DESIGN GROUP oorra1lo e®®. v A /fl M Y r r••• /•r/ a (.r /WIN& w i I I I II -- r - - -1- -- - 7- -1- , , , , ;— I ti 2>lO F1.0OR FRAMING PLAN FAULT FUN CENTER CCUFORT SLIIES HO1EL 11Nf1ILA. WA 9T • • . .9, 0, No aims 41 1.41 owe sawn Mal AM • irrr rat -mat _r a .—L—.11111111111111111111111111/MMIIIIII SO 11111 • 111111111111111111111111•1 OHM WA I MI NOM NMI Olt MOW -rIII 11111111111111111■1111MI MI MUM Wall a all • NMI OM elf MIS • •MB wr•rsr• N C) 0 0 wed O 0 wort S5 I M 1 74.11s-- -tivrfttuyw=21 starsrs L• r r�/4lia) NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Shear Wall Analysis FFC COMFORT SUITES HOTEL 4th STORY NORTH/SOUTH Story sbear(Idps) .• 132.30 Story height (ft) - 1000 Story widtb(ft) . 29930 Wall Opening Opining Story Story Wall D(ft) Width (ft) Heigh (ft) tnb width %daring V(kips) 4 100 19.00 0.00 0.00 7.00 1.00 3.56 4 101 11.50 0.00 0.00 1825 020 1.82 4 102 16.00 0.00 0.00 18.25 0.27 2.54 4 103 31.00 0.00 0.00 26.00 050 6.61 4 104 31.00 0.00 0.00 26.00 0.50 6.61 4 105 31.00 0.00 000 26 00 0.50 6.61 4 106 31 00 0.00 0.00 26 00 065 854 4 107 20.00 000 000 26.00 045 601 4 108 2000 0.00 0.00 2030 0 45 4 74 4 109 20.00 0.00 0.00 20.50 0 39 409 4 110 31.00 000 0.00 2600 050 6 61 4 11 I 31.00 0.00 000 26.00 0.50 6 61 4 112 31.00 0.00 0.00 26.00 0.50 6 61 4 113 16.00 0.00 000 13.25 0 27 254 4 114 11.50 0.00 0.00 13.25 020 1 32 4 115 31.00 0.00 0.00 1825 0 53 492 4 116 31.00 0.00 0.00 2600 050 6 61 4 117 31.00 0.00 0.00 2600 0.50 6 61 4 118 31.00 000 000 2600 050 6 61 4 119 17.00 000 000 26.00 0.35 4.68 4 120 24 00 000 0.00 26.00 0.55 7 21 4 121 24.00 000 0.00 20.50 0 55 5 69 4 122 3100 000 0.00 20.50 0 61 6.34 4 123 31.00 000 000 26 00 050 6 61 4 124 31 00 0.00 000 26 00 050 6 61 4 125 3100 000 000 26.00 050 6 61 4 126 31.00 0.00 000 18.25 0.53 4.92 4 127 19.00 0.00 000 7.00 1.00 336 Sum 714.00 13 152 30 PDG JOB ND. 00095 A3i Doe 3/6 1 suet 3.36 1 82 2.34 6.61 661 661 3.54 6.01 4.74 4.09 6.61 6.61 661 234 1.12 492 6.61 661 6.61 4.61 7.21 5.69 6.34 661 6.61 661 4.92 356 152.30 Story sum Shoe Design Suet w(k8) war) Ratio 4p10 OTMOo-A) 011 0.11 100 147 3560 0.11 0.11 1.00 159 18.24 0.11 0 it 100 159 25.33 011 0.11 100 213 66.11 011 011 1.00 213 6611 011 011 1.00 213 66.11 0.11 0.11 1.00 275 35 39 011 0.11 100 300 60.10 0.11 0.11 1.00 237 47 33 0 11 0 11 100 204 40.33 O I I 0.11 100 213 66.11 011 0.11 1.00 213 66.11 011 011 1.00 213 66.11 011 0 11 100 159 25 33 0 11 011 i 00 159 I8 24 O I I 011 100 159 49 I3 0.11 0.11 100 213 66.11 0.11 0.11 1.00 213 66.11 0.11 Olt 1.00 213 66.11 0 11 0 11 100 275 4613 Oil 011 100 300 72.12 0 11 0.11 100 237 56 36 0.11 0.11 100 204 6136 011 011 100 21.3 66.11 011 011 100 213 66.11 O 11 O l l 100 213 6611 011 O l l 100 139 49.11 0 1 l 011 100 137 35 60 Readmit RM(k -ft) HD(kips) Will Stability HD Need 16.33 1.01 100 0 47 HD Needed 6.1E 1.10 101 0.34 HD Needed 1147 0.17 102 0.47 HD Needed 44 93 0.69 103 068 HD Needed 44.93 0.69 104 0.6E HD Needed 44 93 0.69 105 0.6E HD Needed 44.93 133 106 0 33 HD Needed 13.70 2.12 107 0.31 HD Needed 1170 1.47 103 0.39 11D Needed 18.70 1.14 109 0.46 HD Needed 44 93 0.69 110 0.6E HD Needed 44 93 0.69 11I 063 HD Needed 44.93 0.69 112 0.6E HD Needed 11.97 0.37 113 0 47 HD Needed 6.13 1.10 114 0.34 HD Needed 44.93 0.14 115 0.91 HD Needed 44.93 0.69 116 0 63 HD Needed 44.93 0.69 117 0.63 HD Needed 44.93 0.69 113 0.63 HD Needed 13 51 2.02 119 029 HD Needed 26.93 132 120 0.37 HD Needed 26.93 1.27 121 0.47 HD Needed 44.93 0.64 122 0.71 1113 Needed 44.93 039 123 0.6E HD Needed 44.93 0.69 124 063 HD Needed 44 93 039 125 0.68 HD Needed 44.93 0.14 126 0 91 HD Needed 16 E1 1.01 127 0.47 HD Needed NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. d MO t N t age r_ 1011 I IJI I I Q$$$_$$$$$_$$$ a PnnnOGP+CennnPat-nnn*P P n n ggX8 C C - - -- O O C - - c 0 = = == C O C • 3- 388388888 ti Y i C fi n n n fs p S = fi Zi gi S W.M, r fi fi fi fi 1 g802226882228P522288A8222V^ 1142222 4 g ; 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Y J00 aW a 1.LNNJAL ♦�NOP L1;+JN00 6 6 6 zz�zz zz zz�z ��Z�zzzzzzz 0 0 0 c 0 0 0 0 0 E o 0 0 0 g o M 9$ G I tr 1st STORY NORTH/SOUTH Story shnRb 72.73 Story height ( 10.00 Story width(ft 299 50 wan Opaling Opaiini Story Wall D(ft) Width (ft) Height (ft) trio width %sharing 1 100 19.00 0.00 0.00 7.00 1.00 1 101 11 50 0.00 000 18.25 0.20 1 102 16.00 0.00 0.00 1825 027 1 103 31.00 0.00 000 26.00 0.50 I 104 31.00 0.00 000 26.00 0.50 I 105 31.00 0.00 0.00 26.00 1.00 1 106 31.00 0.00 000 19.50 065 I 112 31.00 0.00 0.00 2600 050 1 113 16.00 0.00 0.00 18.25 027 1 114 11.50 0.00 000 18.23 0.20 1 115 31 00 000 0 00 18.25 0.53 I 116 31.00 0.00 0.00 26.00 0.30 1 117 31.00 000 0.00 26.00 0.50 I 119 17.00 0.00 000 19.50 0.35 I 125 31.00 0.00 0.00 26 00 0.50 I 126 31.00 0.00 0 00 18 25 0 53 I 127 19.00 0.00 000 7.00 1.00 I 128 1600 000 000 3330 100 1 129 19.00 0.00 0.00 5300 1.00 1 130 22.00 0 00 0 00 39 00 1.00 Sum 260.00 1200 Accumulated sbtar(kips). 490.50 Sorry Sum V (Iipi) V 1 it . 44dd 087 5.88 1.21 1117 3.16 2129 3.16 21.29 631 4233 3.06 2648 3.16 2129 I.21 8 17 0.87 588 2.35 13.84 3 16 21.Z1 3.16 2129 1.68 14.52 3.16 2129 2.35 15.84 1.70 11.46 1 14 44.40 12 87 88.19 9.47 6317 72 73 490.30 Story Sum Shear Design Sum .r(k1) warn Ratio v(pIf) OTM(k -e) RM(k -n) 0.11 044 1.00 17.00 6131 0.11 044 1.00 511 8.71 24.73 0 11 0.44 2.00 511 12.12 47.87 011 0.44 100 687 31.57 179.71 0.11 0.44 100 687 31 57 179.71 011 0.44 1.00 1374 63 14 179.71 0.11 0.44 1 00 831 3038 179 71 0.11 0 44 100 687 3137 179.71 0.11 044 100 511 12.12 47.87 0.11 044 1.00 511 8.71 24.73 0.11 044 100 511 23.48 17911 01 l 044 1.00 637 I 1 57 179.71 0.11 0.44 100 687 31.57 179.71 0.11 044 100 851 16.77 54 04 0 11 0.44 1 00 487 31 57 179 71 0.11 0 44 100 511 23 48 179.71 0.11 0 11 l 00 403 17.00 1613 0.11 011 100 2775 81.35 11.97 0.11 011 100 4642 128.70 16.83 01 l 0 11 1 00 2903 94 71 22.63 HD(kips) Wall Stability HD Need -2.73 100 3.97 No -1.46 101 2.84 No -2.31 102 3.95 No -416 103 3.69 No -4.16 104 5.69 No 4.82 103 2.83 No 439 106 5.88 No -4.16 112 3.69 No -231 113 3 95 No -1.46 114 2.84 No -112 115 763 No -4.16 116 369 No . -4.34 117 569 No -2.26 119 3.22 No -4.36 125 3.69 No -5.12 126 765 No 0.01 127 0.99 HD Needed 4.43 128 0.15 HD Needed 6.04 129 0. 13 HD Needed 335 130 0.24 HD Needed NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. I POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 1/19/01 Job No.: 00095 Checked by: 490.51 Date: Sheet No.: L 2_0 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: RHO CALCULATION Job Name: FFC COMFORT SUITES FOR CONCRETE SHEAR WALLS V, 89.03 kips Lwul1 13.2 kips Vfloor 490.51 kips Aafloor 20246 sq ft SEISMIC RELIABILITY /REDUNDANCY FACTOR p= 2 p V, x (10) X (Areafloor )1/2 Vfloor x Limn CALCULATION FOR THE NORTH /SOUTH DIRECITON LOCATION: 1st FLOOR CONCRETE WALL = 0.98 20 POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 125/01 Job No.: 00095 Checked by: Date: Sheet No.: 1. 2-1 512 8th Street South, Suite 202 Kirldand, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Shear Wall Design J ob Name: FFC COMFORT SUITES Wall 23,24,27, & 28 Wall 23,24.27. & 28 Wall Length = Wall Height = Walt Thickness = Concrete fc Wall Uniform Dead Load = Waif Shear From Caics = 13.00 ft 15.00 ft 8.00 in 4000 psi 1.80 ktf 89.03 kips Check for Boundary Zone Requirements UBC 1921.8.5.4 Po = .85 fc (Ag - 0.01Ag) + fy (Ast) = 4949.6 kips .35 Po = 1732.3 kips > Pu 0.10 Ag (fc) = 499.2 kips > Pu Shear Reinforcing UBC 1911.10.6 UBC 1911.10.9.3 UBC 1921.6 Mu / (Vu L) = 1.08 > 1.0 or 3 L H (fc) 5327.81 > Vu Vc= min of: Pu (1.4 DL) = 32.76 kips Mu (0.9 DL + 1.4 E) = 1753.27 kip -ft Vu (1.4 E) = 124.64 kips There fore : No Boundary Zone Required • 3.3f c • h • d + N 4 L d = 236.43 kips Lit .25 477 + 0.2 Nu 1 0.6./77+ + Mu L h 236.43 kips Vu 2 2 f' c h• d = 126.29 kips Vs Required = 51.77 kips Min Spacing = 18 " oc Use: 12 " oc Av Required = 0.24 in Use: Vert. Steel Required = 0.24 in Use: 2 A cv f ' c > Vu Use One Curtain of Reinf. Acv V77 < Vu Hook Reid. Req'd at Ends POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 3/6/01 Job No.: 00095 Checked by: Date: Sheet No.: L. ? ? 512 8th Street South, Suite 202 Kirtland, WA 98034 (425) 827 -5995 Fax (425) 828-4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall 25 & 26 L AI Shear Reinforcing UBC 1911.10.8 UBC 1911.10.9.3 UBC 1921.6 Wall 25 & 26 Wall Length = Wall Height = Wall Thickness = Concrete f c = Wall Uniform Dead Load = Wall Shear From Calm = 10.00 ft 15.00 ft 8.00 in 4000 psi 1.80 klf 70.00 kips Check for Boundary Zone Reuuirements UBC 1921.6.5.4 Po = .85 ft (Ag - 0.01Ag) + fy (Ast) = 3807.4 kips .35 Po = 1332.6 kips > Pu 0.10 Ag (Pc) = 384 kips > Pu Mu / (Vu L) = 1.43 > 1.0 or 3 L H (fc) = 4098.31 > Vu Pu (1.4 DL) = 25.20 kips MU (0.9 DL + 1.4 E) = 1401.15 kip -ft VU (1.4 E) = 98.00 kips There fore : No Boundary Zone Required Vc = min of: 3.3477. • h•d+ Nil L d - 189.79 kips L(1.25 f'c + 0.2 _ N ) 0.6 )1 + M.t L L h - 189.79 kips Vu 2 2 f' c • h • d = 97.15 kips Vs Required = 42.85 kips Min Spacing = 18 " oc Use: 12 " oc Ay Required = 0.24 in /ft Use: Vert. Steel Required = 0.24 in Use: ,q 2Acv f' C > Vu Use One Curtain of Reinf. �v f' C < Vu Hook Reinf. Req'd at Ends POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 3/6/01 Job No.: 00095 Checked by: Date: Sheet No.: L-23 512 8th Street South, Suite 202 Kirtland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall 128 Wall 128 Wall Length = Wall Height = Wall Thickness = Concrete fc = Wall Uniform Dead Load = Wall Shear From Calcs = 18.00 ft 15.00 ft 8.00 in 4000 psi 1.80 klf 44.40 kips Check for Boundary Zone Requirements UBC 1921.6.5.4 Po = .85 ft (Ag - 0.01 Ag) + fy (Ast) = 6091.8 kips .35 Po = 2132.1 kips > Pu 0.10 Ag (fc) = 614.4 kips > Pu Shear Reinforcing UBC 1911.10.8 UBC 1911.10.9.3 UBC 1921.6 Mu/ (Vu L) = 0.76 <1.0 or 3 L H (Pc) 8557.30 > Vu Vc = min of: L 1.25 f + 0.2 0.6 f'c + hip L L • h - 266.22 kips Vu 2 Pu (1.4 DL) = 40.32 kips MU (0.9 DL + 1.4 E) = 756.14 kip-ft Vu (1.4 E) = 62.16 kips There fore : No Boundary Zone Required 3.3 f'c • h•d+ Nu .d - 4L • h • d = 155.43 kips Vs Required = - 66.63 kips Min Spacing = 18 " oc Av Required = 0.24 in /ft Use: Vert. Steel Required = 0.24 in /ft Use: 2 Acv f' C > Vu Use One Curtain of Reinf. Acv f' c > Vu Hook Reinf. Not Req'd at Ends Use: 12 " oc 266.22 kips POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 3/7/01 Job No.: 00095 Checked by Date: Sheet No.: L- .2A 512 8th Street South, Suits 202 *Mend, WA 98034 (425) 827.5885 FaUc (425) 828 -4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall 129 Wall 129 Wail Length = Wall Height = Wall Thickness = Concrete rc = Wall Uniform Dead Load = Wail Shear From Cates = Check for Bounda Zone Requirements UBC 1921.6.5.4 17.00 ft 15.00 ft 8.00 in 4000 psi 1.80 klf 81.00 kips Po= .85fc (Ag - 0.01Ag) +y(Ast)= 8472.5 kips .35 Po = 2285.4 kips > Pu 0.10 Ag (fc) = 852.8 kips > Pu 8hearJteinforcin% UBC 1911.10.6 UBC 1911.10.9.3 UBC 1921.6 Mu / (Vu L)= 0.78 <1.0 or 3LH(rc) = 6967.13 >Vu VC = min of: Pu (1.4 DL) = 42.84 kips Mu (0.9 DL + 1.4 E) = 1502.02 kip-ft Vu (1.4 E) = 113.40 kips There fore : No Boundary Zone Required 3.3 f'c •h •d + N4Ld 290.70 kips L(1.25 Tc + 0.2 P 0.6 j'e + Mai L = 290.70 kips Vii 2 2 47 is d = 165.15 kips Vs Required = - 3.15 kips Min Spacing = 18 " oc Use: 12 " oc Av Required = 0.24 1n Use: IF 5 Vert. Steel Required = 0.24 in % /ft Use: fJ" /2 jt C . 2 Acv 7 > Vu Use One Curtain of Reinf. Acv f ' C < Vu Hook Reinf. Req'd at Ends POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 3/6/01 Job No.: 00095 Checked by Date: Sheet No.: [.,. 2' 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall 130 Wall 130 Wall Length = Wall Height = Wall Thickness = Concrete fc = Wall Uniform Dead Load = Wall Shear From Caics = 22.00 ft 15.00 ft 8.00 in 4000 psi 1.80 klf 64.00 kips Check for Boundary Zone Requirements UBC 1921.6.5.4 Pa = .85 fc (Ag • 0.01Ag) + fy (Ast) = 8376.2 kips .35 Po = 2931.7 kips > Pu 0.10 Ag (fc) = 844.8 kips > Pu Shear Reinforcing UBC 1911.10.6 UBC 1911.10.9.3 UBC 1921.6 Mu /(VuL)= 0.51 <1.0 or 3 L H (t'c) = 9016.29 > Vu Vc = min of: There fore : No Boundary Zone Required 3.347 • h•d+ Ali •d j' 4L L(i.25 7; + 0.2 . 1 L ! -h ill 0.6.17 + M4 L 2 Pu (1.4 DL) = 55.44 kips Mu (0.9 DL + 1.4 E) = 1010.77 kip-ft Vu (1.4 E) = 89.60 kips 362.04 kips -- 362.04 kips 2 .V • h•d = 213.72 kips Vs Required = - 85.72 kips Min Spacing = 18 " oc Use: 12 " oc Av Required = 0.24 in /ft Use: Vert. Steel Required = 0.24 in Use: '" c O. C 2Acv f' C > Vu Use One Curtain of Reinf. Acv f' c > Vu Hook Reinf. Not Req'd at Ends POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • Fax (425) 828 -4850 Made b ' pa.. 0 00 Job No. /)(.0q jr- Checked by pate Sheet No L Z Description „ r JobN_m 1 kt W r J be au, tij Ike /M2. � 110M 'ir - 64 141° 2k/15"r f6,lx,,of l c_\ z_ WELD S -3/ 8" & c.5J1)& at s11;,10 ''Lt rid 4 u / vt *. "1 = 4 3 1 4 y - 2 . - . 6 : - 3&K 405 -)14 7O Gtl!/o Y 2.1),A3 6. ()= 6.9( =615 > -3F =, ) T 6% ifs o ° w g ‘ I/0e6 P 3 t = Z S Z \\ } 24.1 ` kt9tT Cf i 10 AA= »a *Se* = 4.0S L� b � Z c.J, Zar 6) E X /U ,' /4) 3A ' 0,45Y12.") _ /S 1n Gx r r 4°15 14 o /6 , f,Z/r ` d413bk` . 4 2 P 7 0 /7 "1 /' 51 WALL SC HEDULL BL« NG NARK WALL FLOOR LEVEL SHEATHING PANEL EDGE NAILING " CH x 10' Ba'TS 3/4 TOP PLATE BIM PLATE A CORRIDOR 2 PLY -2 STORY 4TH FIR 19/32' APA PLY ONE SIDE 10d AT raC. PER DETAIL (2) 16d AT 8' QC - 190E BLOCK 3R0 FLR 19/32" APA PLY TIC SIRES 1O1 AT 3$C A35F AT 8' QC EA SIDE (2) 16d AT 4' at - VIDE BLOCK 2ND FLR 19/32" APA PLY TWO SEES 10d AT 2'0.C. A351 AT as QC EA SIDE (2) 16d AT 2' QC - W10E BLOCK B PARTY WALL 2 PLY -1 STORY 4TH FIR 19/32' APA PLY ONE SIDE 10d AT cox. PER DETAi 16d AT 8' QC - NARROW BLOCK 3RD FIR 19/32• APA PLY ONE SIDE 10d AT (0.0 A35F AT 12' D.C. 16d AT 4' QC - 1MOE BLOCK 2ND FIR 19/32' APA PLY ONE SIDE 10d AT 3 A35F AT 8' QC. (2) 16d AT 6" O.C. - ROE BLOCK 1ST FLR 19/32' APA PLY O SIDES TI 10d AT 4'QC AT 32" QC A35F AT 12' QC EA SIDE C PARTY WALL 2 PLY -2 STORY 4TH FLR 19/32' APA PLY ONE SIDE 10d AT 4"0.C. PER DETAIL 16d AT 8' QC - NARROW BLOCK 3RD FLR 19/3Y APA PLY ONE SIDE 10d AT 4"0.C. A35F AT 8' at (2) 16d AT 6" QC - ME BLOCK 2ND FIR 19/3Y APA PLY TWO SIDES 10d AT 4.0.C. A35F AT It QC. EA SIDE (2) 16d AT 6' QC - WE BLOCK 1ST FIR 19/32' APA PLY TWO SIDES 10d AT 4 AT 16' QC A35F AT 12' QC EA SIDE D PARTY WALL 2 PLY -1 STORY 4TH FIR 19/32' APA PLY ONE SIDE 10d AT MC. PER DETAIL 16d AT 6' QC - NARROW BLOCK 3RD FLR 19/32' APA PLY WE SIDE 10d AT 4'O.C. A35F AT 12' QC. 16d AT 4' QC. - WE BLOCK 2ND FLR 19/32' APA PLY WE SIDE 1Od AT 3`QC A35F AT 8' QC (2) 16d AT 4' QC - WIDE BLOCK 1ST FIR 19/32' APA PLY TWO SIDES 10d AT 2'QC AT 16' O.C. A35F AT 8' O.C. EA SOE E PARTY WL 2 PLY-2 STORY 4TH FLR 19/32' APA PLY ONE SIDE 10d AT 6'QC PER OETAIL 16d AT 8' QC - NARROW BLOCK 3RD FLR 19/32' APA PLY TWO SIDES 10d AT 4'0.C. A35F AT 8' D.C. (2) 16d AT 6' D.C. - WOE BLOCK 2ND FLR 19/32' APA PLY TWO SIDES 10d AT 4 A35F AT 12' QC EA SIDE (2) 16d AT 4' QC - MDE BLOCK F PARTY WALL 2 PLY -1 STORY 1ST FLR 19/32' APA PLY ) SIDES TM 10d AT 4 AT 16' D.C. A35F AT 12' D.C. EA SIDE NOTES: 1. BLOCK ALL EDGES 2. NAIL INTERMEDIATE SUPPORTS AT 12' D.C. 3. PROVIDE PANEL EDGE NAILING AT MULTIPLE STUDS SPECIFIED AT END OF WALL 4. DO NOT PENETRATE STUDS LESS THEN 1 1/2' 5. NARROW BLOCKING REFERS TO 1 1/4' BLOCKING 6. ME BLOCKING REFERS TO 3 1/2' BLOCKING 7. FOUNDATION SILL PLATES OF ALL SHEAR WALLS ARE TD BE .3x MEMBERS 8. STUDS AT ABUTTING PANEL EDGES ARE TO BE EITHER 3x STUDS OR 2x STUDS NAILED TOGETHER W/ (2) ROWS 16d AT 6' D.C. 9. STAGGER BOTTOM PLATE NAMING MIi N NAILING IS 2' QC WALL REFERENCE REFERENCE LEVEL 16d NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. TOP PLATE BTM SILL PLATE I' tti BLOCKING POGGEMEYER DESIGN GROUP,INC KIRKLAND, WASHINGTON 98033 MARK A B C D E F WALL CORRIDOR 2 PLY - 2 STORY PARTY WALL 2 PLY -1 STORY PARTY WALL 2 PLY - 2 STORY PARTY WALL 2 PLY -1 STORY PARTY WALL 2 PLY - 1 STORY PARTY WALL 2 PLY - 1 STORY WALL TYPES WALL NUMBER 100 LEVEL SHEAR 4 i! 1tt'S57r : ;' 19/32" APA PLY ONE SIDE 3 42' 19/32" APA PLY TWO SIDES 2 1527 19/32" APA PLY TWO SIDES 4 3 2 1 19/32 APA PLY TWO SIDES 19/32" APA PLY ONE SIDE 19/37 APA PLY ONE SIDE 19/37 APA PLY ONE SIDE 19/37 APA PLY TWO SIDES 4 i; !! 303 0 '09/32" APA PLY ONE SIDE 3 {s i 5901; a .19/32' APA PLY ONE SIDE 2 19/37 APA PLY TWO SIDES 1 19/37 APA PLY TWO SIDES 4 3 2 1 1 4 19132" APA PLY ONE SIDE 19/37 APA PLY ONE SIDE 1509 1;19/37 APA PLY ONE SIDE 1590 19/37 APA PLY TWO SIDES 4 i; 11i 1303 t,19/32" APA PLY ONE SIDE 3 '{ 41509• 19/32" APA PLY TWO SIDES 2 19/32" APA PLY TWO SIDES PANEL SHEAR ENVELOPE 3 SHEATHING 19/37 APA PLY TWO SIDES SHEAR WALL SCHEDULE PANEL EDGE NAILING 10d(3'o.c. 10d 0 3" o.c. 10d02" o.c. 10d o.c. 10dO4"o.c. 10d ©3'oc, 10d @4"o.c. 10d ®4' o.c. 10d ®4" o.c. 10d ©4 "o.c. 10d @4'o.c. 10d®6"o.c. 10d ©4 " o.c. 10d ©3 10d @ 2" o.c. 10d(I) 8"o.c. 10d(4 "o.c. 10d 4 "oc. 10d ©4 "oc. NOTES: 1. Stagger bottom plate nail 2. Wide Block refers to 3-1/7 blocking below plate 2 1 :514 T i TOP PLATE PER DETAIL A35F AT 8" o.c. Ea Side A35F AT 8' ac Ea Side PER DETAIL A35F AT 17 o.c. A35FAT8" A35F AT 17 o.c. Ea Side PER DETAIL A35F AT 8 o.c. A35F AT 12 o.c. Ea Side A35F AT 12" o.c. Ea Side PER DETAIL A35F AT 12" o.c. A35F AT 8" c.c. A35F AT 8" o.c. Ea Side PER DETAIL A35F AT 8" o.c. A35F AT 17 o.c. Ea Side A35F AT 17 o.c. Ea Side BLOCKING BTM PLATE (2) 16d at 6" o.c. - Wide Block (2) 16d at 4" 0.c. - Wide Block (2) 16d at 7 o.c. - Wide Block 16d at 8" o.c. - Narrow Block 16d at 4" o.c. - Wide Block (2) 16d at 6" o.c. - Wide Block 16d at 8' o.c. - Narrow Block (2) 16d at 6" o.c. - Wide Block (2) 16d at 6" o.c. - Wide Block 16d at 8" o.c. - Narrow Block 16d at 4" o.c. - Wide Block (2) 16d at 4" o.c. - Wide Block 16d at 8" o.c. - Narrow Block (2) 16d at 6" o.c. - Wide Block (2) 16d at 4" o.c. - Wide Block NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. A -BOLTS 3/4X 10" 32" o.c. 16" o.c. 16" o.c. 16" o c. Allowable Shear for Wood Structural Panel Shear Walls UBC 1994 Table 23 -I -K -1 L- 2 9 Panel Nominal Minimum Comon or Galv. Box Nail Spacing at Panel Edges Grade Thickness Penetration Nail Size 6" oc 4" oc 3" oc 2" oc Structural I Values for Douglas Fir C -D, C -C Plywood Values for Given Species 5/16 1.25 6d 200 3/8 7/16 1.5 15/32 15/32 19/32* Stud Species = Hem Fir Species factor = 0.82 5/16 Notes: 1.625 1.25 3/8 7/16 15/32 15/32 1.825 19/32 1.5 8d 10d 8d 10d 230 255 280 340 370 300 360 395 430 510 560 248 295 324 353 418 459 * value for 19/32 is extrapolated from C-D, C -C values for reduction purposes 164 189 209 230 279 303 390 460 505 550 665 730 320 377 414 451 545 599 1) Allowable shear values In framing members other than douglas fir -larch shall be calculated by multiplying the shear capacities for nails in Structural I by the specifies factor. 2) Values for 3/8 and 7/16 ply may be increaced to the values allowed for 15/32, if framing is spaced maximum of 16" o.c. or panels are applied long way across the studs. 3) shaded values require 3x framing at panel edges. 510 610 670 730 870 970 418 500 549 599 713 795 PANEL GRADE MINIMUM NOMINAL PANEL THICKNESS (Inches) MINIMUM NAIL PENETRATION IN FRAMING (Inches) PANELS APPUED DIRECTLY TO FRAMING PANELS APPUED OVER 1/ INCH 13 mm) OR s /rINCH (16 mm) GYPSUM SHEATHING Nail Size (Common or Gowan sad Box) Nail Spacing at Panel Edges (In.) Nail Size (Common or Galvanized Bex) Nall Spacing at Panel Edges (in.) x 25.4 for mm x 25.4 for mm 6 4 3 2 6 4 3 2 x 25.4 for mm x 0.0146 for N/mm x 0.0146 for Wmm Structural) 5 / I6 II/4 6d 200 300 390 510 8d 200 300 390 510 3 /8 1 8d 230 360 460 610 10d 280 430 550 730 7 /16 255 395 505 670 131 280 430 550 730 136 1 /g 10d 340 510 665 870 — — — — — C -D,C -C Sheathing, plywood panel siding and other grades covered in UBC Standard 23 -2 or 23-3 5 /16 I 6d 180 270 350 450 8d 180 270 350 450 3 /6 200 300 390 510 200 300 390 510 3 / 6 1 I /z 8d 220 320 410 530 I Od 260 380 490 640 /t6 240 350 450 585 4 15 /72 260 380 490 640 15/32 I /8 I Od 310 460 600 770 — — — - — — 19 /32 340 510 665 870 Nall Size (Galvanized Casing) Nall Size (Galvanized Cuing) Plywood panel siding in grades covered in UBC Standard 23.2 3 /16 1 6d 140 210 275 360 8d 140 210 275 360 3 /6 1 Bd 160 240 310 410 10d 160 240 310 410 PANEL GRADE MINIMUM NOMINAL PANEL THICKNESS (Inches) MINIMUM NAIL PENETRATION IN FRAMING (Inches) PANELS APPUED DIRECT TO FRAMING Nall size (Common or Galvanized Boa) Allowable Shear (pounds per fool)t Nail Spacing at Panel Edges (Inches) x 25.4 for mm 6 4 3 2 x 25.4 for mm x 0.0146 for Mum M -S and M -24 3 /g 1 6d 120 180 230 300 3 /6 t I /2 8d 130 190 240 315 I? 140 210 270 350 12 1 10d5 185 275 360 460 3 / 8 200 305 395 520 !MILL 23- 11 -1 -1 TABLE 23- 11 -1 -2 1-a0 TABLE 23-II-1-1—ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE1.?l 'All panel edges backed with 2 -inch (SI mm) nominal or wider framing. Panels installed either horizontally or vertically. Space nails at 6 inches 152 mm) on center along intermediate framing members for /g -inch (9.5 mm) and 7/I6 -inch (II mm) panels installed on studs spaced 24 inches (610 mm) on center and 12 inches (305 mm) on center for other conditions and panel thicknesses. These values are for short-time loads due to wind or earthquake and must be reduced 25 percent for normal loading. Allowable shear values for nails in framing members of other species set forth in Division III, Part III, shall be calculated for all other grades by multiplying the shear capacities for nails in Structural I by the following factors: 0.82 fpr species with specific gravity greater than or equal to 0.42 but less than 0.49, and 0.65 for species with a specific gravity less than 0.42. Id e - Fie , � , LI3 2 Where panels are applied on both faces of a wall and nail spacing is less than 6 inches (152 mm) on center on either side, panel joints shall be offset to fall on different framing members or framing shall be 3 -inch (76 mm) nominal or thicker and nails on each side shall be staggered. •In Seismic Zones 3 and 4, where allowable shear values exceed 350 pounds per foot (5.1 I N /mm), foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3 -inch (76 mm) nominal member and foundation sill plates shall not be less than a single 3-inch (76 Hunt) nominal member. In shear walls where total wall design shear does not exceed 600 pounds per foot (8.76 N /mm). a single 2 -inch (5I mm) nominal sill plate may be used, provided anchor bolts are designed for a load capacity of 50 percent or less of the allowable capacity and bolts have a minimum of 2-inch-by-2-inch- by- (51 mm by 51 mm by 5 mm) thick plate washers. Plywood joint and sill plate nailing shall be staggered in all cases. 4 The values for /8 -inch (9.5 mm) and 7 /16 -inch (II mm) panels applied direct to framing may be increased to values shown for 15 /72 -inch (12 mm) panels, provided studs are spaced a maximum of 16 inches (406 mm) on center or panels are applied with long dimension across studs. 5 Galvanized nails shall be hot - dipped or tumbled. 'All panel edges backed with 2 -inch (51 mm) nominal or wider framing. Space nails at 6 inches (152 mm on center along intermediate framing members for /8 -inch (9.5 mm) panel installed with the long dimension parallel to studs spaced 24 inches (610 mm) on center and 12 inches (305 mm on center for other conditions and panel thicknesses. These values are for short-time loads due to wind or earthquake and must be reduced 25 percent for normal loading. Allowable shear values for nails in framing members of other species set forth in Division III, Part III, shall be calculated for all grades by multiplying the values for common and galvanized box trails by the following factors: Group III, 0.82 and Group IV, 0.65. 2 Where particleboard is applied on both faces of a wall and nail spacing is less than 6 inches (152 mm) on center on either side, panel joints shall be offset to fall on different framing members, or framing shall be 3 -inch (76 mm) nominal or thicker and nails on each side shall be staggered. 3 1n Seismic Zones 3 and 4, where allowable shear values exceed 350 pounds per foot (5.11 N /mm), foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3 -inch (76 mm) nominal member and foundation sill plates shall not be less than a single 3 -inch (76 mm) nominal member. In shear walls where total wall design shear does not exceed 600 pounds per foot (8.76 N /mm), a single 2 -inch (51 mm) nominal sill plate may be used, provided anchor bolts are designed for a load capacity of 50 percent or less of the allowable capacity and bolts have a minimum of 2-inch-by-2-inch- by-/16-inch (51 mm by 51 mm by 5 mm) thick plate washers. Plywood joint and sill plate nailing shall be staggered in all cases. 4 Products shall be manufactured with exterior glue and shall be identified with the words "Exterior Glue" following the product grade designation. 5 Fraining at adjoining panel edges shall be 3 -inch (76 mm) nominal or wider and nails shall be staggered where 10d nails having penetration into framing of more than 1- /8 inches (41 nun) are spaced 3 inches (76 mm) or less on center. 2 -288 TABLE 23- 11 -1 -2-- ALLOWABLE SHEAR IN POUNDS PER FOOT FOR PARTICLEBOARD SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE 1997 UNIFORM BUILDING CODE POGGEMEYER DESIGN GROUP Consulting Engineers Made By. JLH Date: 1/25101 F Job No.: 00095 Checked by Date: Sheet No.: 4 3/ 512 8th Street South, Suite 202 Kirtland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Holdown Anchor Bolt Job Name: FFC COMFORT SUITES 20.0 Bolt Diameter inch Bolt Type ASTM Threads Per Inch n A. (inch`) F ksi T k' s 1.33T ki. s 0.5 A307 13 0.142 20.0 2.84 3.77 0.625 A307 11 0.226 20.0 4.52 6.01 0.75 A307 10 0.334 20.0 6.69 8.90 0.875 A307 9 0.462 20.0 9.23 12.28 1 A307 8 0.606 20.0 12.11 16.11 1.125 A307 7 0.763 20.0 15.27 20.30 1.25 A307 7 0.969 20.0 19.38 25.78 0.5 A325 13 0.142 44.0 6.24 8.30 0.625 A325 11 0.226 44.0 9.94 13.23 0.75 A325 10 0.334 44.0 14.72 19.57 0.875 A325 9 0.462 44.0 20.32 27.02 1 A325 8 0.606 44.0 26.65 35.45 1.125 A325 7 0.763 44.0 33.58 44.67 1.25 A325 7 0.969 44.0 42.64 56.71 Allowable Tension (Bolt) Based on AISC: T =F • A • F r e Nimble Tension (Shear Con L= d= fc = 01)1 = 1 0.7 AL, + 4117: 8.0 in 3.0 in 3000 psi P = 51.57 kips 2 A, = D- .9743 e 4 71 where: D = Bolt Diameter n = Threads Per Inch where: L = embedment depth d = washer diameter POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 10/24/00 Job No.: 00095 Checked by Date: Sheet No.: 1-3.1.- 512 5th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828.4850 Description: Allowable Shear for Plate Connections Job Name: FFC COMFORT SUITES i, -I 16d Common Nails Per Nail w/ 33% Increase = at8 "oc. = at 6" oc. = at 4" oc. = at3 " oc. = at 2" oc. = 20d Common Nails Per Nail w/ 33% Increase = at 8" oc. = at 8" oc. = at 4" oc. = at3 " oc. = at 2" oc. = SIimpson A35F Simpson A35 Per Plate = at 24" oc. = at 16" oc. = at 12" oc. = at8 "oc. = at 12" oc. Ea Side = at 8" oc. Ea Side = Per Plate = at 24" oc. = at 16" oc. = at 12" oc. = at8 "cc. = at 12" oc. Ea Side = at 8" oc. Ea Side = Sin • le Shear 162 lbs 243 plf 325 plf 487 plf 649 pif 974 plf Sin . le Shear 196 lbs 293 plf 391 plf 587 plf 782 plf 1173 plf 500 lbs 250 plf 375 plf 500 plf 750 plf 1000 plf 1500 plf 450 lbs 225 plf 338 plf 450 plf 675 plf 900 plf 1350 plf Toe Nailed x 0.83 135 lbs 202 plf 269 plf 404 plf 539 plf 808 plf Toe Nailed x 0.83 162 lbs 243 plf 325 plf 487 plf 649 plf 974 plf UO coo co 11J W O 2 5 u . co F w • w 2 • o 852 O H w w u. v O POGGEMEYER DESIGN GROUP Consulting Engineers Made By. JLH Date: 10/17/00 Job No.: 00095 Checked by Date: Sheet No.: I. 3. 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828-4850 Description: Allowable Shear for Anchor Botts Job Name: FFC COMFORT SUITES Concrete/Bolt Allowable Load Based on: a. UBC 1997 Table 21 -F b. f'c = 2,500 psi Wood/Bolt Allowable Load Based on: a. UBC 1994 Table 23 -111-J b. t =2t, c. t (Plate Width) = 3x d. Plate Species = DF 1/2" Dia. Bolts 5/8" Dia. Bolts 3/4" Dia. Bolts Per Bolt = (A 48" oc.= © 32" oc.= © 16" oc.= @8 "oc.= Per Bolt = © 48" oc.= © 32" oc.= © 16" oc.= (O8 "oc. Per Bolt = 48" oc.= © 32" oc.= aQ 16" oc.= ©8"oc— Concrete/Boit 850 lbs 213 plf 319 plf 638 plf 1275 plf Concrete/Bolt 1330 lbs 333 plf 499 plf 998 plf 1995 plf Concrete/Bolt 1900 lbs 475 plf 713 plf 1425 plf 2850 plf Wood/Bolt w/ 33% increase NA lbs NA plf NA plf NA plf NA plf Wood/Bolt w/ 33% increase 1330 ibs 333 plf 499 Of 998 plf 1995 plf Wood/Bolt w133% increase 1869 lbs 467 plf 701 plf 1401 pif 2803 plf POGGEMEYER DESIGN GROUP, INC Consulting Engineers Made By JIM Date 1/16/01 Job No. 00095 Checked by Date Sheet No. i 4 512 61h Street South, Site 202 Kirtland, WA 98034 (425) 827 -5995 - Fax (425) 829 -4850 Description: Floor Diaphragms Job Name FFC COMFORT SUITES _ HOTEL ;1 Z = 0.30 I = 1.00 C = 0.36 Vroof Vfourth = Vthird = Vsecond = Total Vbase = Story Wi kips Roof 669.0 4 902.3 3 882.5 2 979.8 1 0.0 N-S I E -W Earthquake 152.3 156.3 109.2 72.7 490.5 152.3 156.3 109.2 72.7 490.5 Fpx (kips) N-S E -W 152.3 177.2 150.3 140.0 0.0 152.3 177.2 150.3 140.0 0.0 N-S J E -W Wind 97.2 60.8 52.3 53.3 263.6 240.8 324.8 317.7 352.7 0.0 24.0 15.0 12.9 13.2 65.1 1.0C J WI 0.5C max min 120.4 162.4 158.8 176.4 0.0 Controlling Fpx (kips) N-S , E -W 152.3 177.2 158.8 176.4 0.0 152.3 177.2 158.8 178.4 0.0 3433.5 PANEL GRADE COMMON NAIL SIZE MINIMUM NAIL PENETRATION IN FRAMING (inches) MINIMUM NOMINAL PANEL THICKNESS (Inches) MINIMUM NOMINAL WIDTH OF FRAMING MEMBER (Inches) BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS Nail spacing (In.) at diaphragm boundaries (III cases) at continuous panel edges parallel to load (Cases 3 and 4) and at Nil panel edges (Cases 5 and 6 ) Nails spaced 6' ( 52 mm) max. at supported edges x 25.4 for mm Case 1 (No unblocked edges or continuous joints parallel to load) All other configurations (Cases 2, 3, 4, 5 and 6) 6 1 4 I 2 1 2 Nall spacing (In.) at other panel edges x 25.4 for mm 5 6 [ 4 3 x 25.4 for mm x 0.0146 for Wmm Structural 6d 11/4 s/t b 2 3 185 2W 250 280 375 420 420 475 165 185 125 140 8d 11/2 3/6 2 3 270 300 360 400 530 600 600 675 240 265 180 200 10d3 is /d IS /32 2 3 320 360 425 480 640 720 730 820 285 320 215 240 C- D, C -C, Sheathing, and other grades covered in UBC Standard 23-2 or 23 -3 6d 1 3/16 2 3 170 190 225 250 335 380 380 430 150 170 110 125 3/6 2 3 185 210 250 280 375 420 420 475 165 185 125 140 8d 1 3/6 2 3 240 270 320 360 480 540 545 610 215 240 160 180 /16 2 3 255 285 340 380 505 570 575 645 230 255 170 190 13 /32 2 3 270 300 360 400 530 600 600 675 240 265 180 200 10d 13/6 15 /32 2 3 290 325 385 430 575 650 655 735 255' 290 190 215 19/32 2 3 320 360 425 480 640 720 730 820 285 320 215 240 _•y�.�:F.y .mot 1997 UNIFORM BUILDING CODE LOAD TABLE 23.1141— ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HORIZONTAL WOOD STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE' t These values are for short -time loads due to wind or earthquake and must be reduced 25 percent for normal loading Space nails 12 inches (305 mm on center along intermediate framing members. Allowable shear values for nails in framing members of other species set forth in Division III, Part III, shall be calcu ated for all other grades by mul iplying the shear capacities for nails in Structural I by the following factors: 0.82 for species with specific gravity greater than or equal to 0.42 but less than 0.49, and 0.65 for species with a specific gravity less than 0.42. 2 Framing at adjoining panel edges shall be 3 -inch (76 mm) nominal or wider and nails shall be staggered where nails are spaced 2 inches (51 mm) or 2 inches (64 mm) on center. ) Framing at adjoining panel edges shall be 3 -inch (76 mm) nominal or wider and nails shall be staggered where 10d nails having penetration into framing of more than 1 inches (41 mm) are spaced 3 inches (76 mm) or less on center. DIAPHRAGM BOUNDARY CONTINUOUS PANEL JOINTS IMMEnera-vnit I, ',,,,,,r • 1II11I1I11ii CASE 2 BLOCKING IF USED CASE 3 LOAD NOTE: Framing may be oriented in either direction for diaphragms, provided sheathing Is properly designed for vertical loading. CONTINUOUS PANEL JOINTS 11111111'.: 11111E1111 : CASE 6 CONTINUOUS PANEL JOINTS CASE 4 FRAMING TABLE 23 -fl -H BLOCKING 3s 2 -287 POGGEMEYER DESIGN GROUP CONSUt71NG ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland. WA 98033 (425) 827 -5995 • Fax (4251 828-4850 Made by Dal, 0/ 2.7 0/ Job No. 00695 .` Checked by Oat Sheet No. L 3 4' Description f Di4 ) 1 4 7 e/b f frf 4?/,_ r/A! 4 /1. /S. Job Names r G / `eer 5-a//1 . e.9 U IL ,2K 39F ' Art 360 F �spJ `l= I �_2( oor t 21. 3 F(' Tr" . 2 7,3 = Z3.5 psi Z!pJf c5Aia a /Cpii ouuR$ k/44 rgsr pm/47145W DF R 6ttti4e Pr z, 81-k6 f! , 5t ' 0 Jo /oar &' AR t:V ) UPla mut 4J/1I-/4/3 77 Lt4157 D /4iMJS /d/() 0,2 71I1/fE 241/34 2 rp4 5tiMtt Z�s`�e/ Oa Uk J evr rp2' 4 &,n «J 5/t -rhe wAr6 z elk 15 ,v e' c._,.5 :,'COY AT ef) tr/4L41R1/ `y )17 2 5l) at &Rehoode, 11/ ,2L y At) r- I z I coW U O • o W O U. ZjE � W • 0 • u o1- W u. W 2 0 s tr -o• u• -o' tr-0• Ir -e S .5111/1111.1111111111111 MIL MINIat•Ittla ::MININIIIMIZ. - si lti•r�� � p / Ia11•INValININ � dm MEMO 11•EMINW■I t�•. rr af011111rAININI 1�•I E lla =� 1_ . I NI _ __ s—t._ a te. ;awas:a S - ����� = a_1_at�ta�.saw�ta a�l� 11111.11.11 1... 1111011 ova � �� � mi � wiaa s __ : ! _ _ i I �a>_t��ta■•1t�� ,iimmr* tl;' :��a■r /11• atia• >• .. �� Iw'>,�1� ■Ia rav�a_�a s aar>_a• a�a_�t_�aw 11111111111111•1111111 AIN IOW a l �r>_ NM . 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AM at1MMILI• tl• 111 IIIINIMING11/ MIIMPAIIIIIIIMMO as ate• IILIIIII.IMENI --- ' a■11— aMIMI>•1•ANNINBI a siamm•:a1r_1— . ,- a�a�s 11B Ll•lLll� - t! - Ia1at��r�It�a� ...w.,......i. m a �.-1�- t -I���� - ■I twat t>•U TI.1i —■1.11MIIIIIIIMOSs a•III flEIt! tl_1■I _ $- 1~t i'∎.14Ii1a! 1■111tommha i1••11'._ w __7•1••■•■••1131M 21.■■••1 i'I I ■.1111A:N NIMLIN �� _i�.t.l llAls�;1 741111Y 304?)/0 001 f I I ���111��++ 6596 I i G. I ji S I I 7 1 I I I I -e' NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. I• cv-Qtir OK� 1/1 MA PLY I POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 828 -4850 Made by D 0 1 IZ9 in1 Job No. 000G am Checked by Date Sheet No. G G 36 Description Job Name FC, (Critfe a t Si 'r . 101 /G 3 t 08 /6,3 t 1q, /lK 21 /7.97K 72(0/ •SHz::$ ke.t? 5$6?./A S (4F/) C t 7z. oG��� ; vial.... AS's, Gtrzykie K% ^rs / 1 /8,13 /ta /S.i 3 K 22 r23 /8,13 z cog V-2" 58CoP.2� (% t -70,400447 _ 6090 pi" 14 Pt )4uametg ouezce#6-/) 31.461 - g0 7 26iati w / t " 2'/ N/ Awl - ,n� I of t s hem' 3 V»m 7a / or h1ID€ 114 I/ *fr.! a Ce U to CO LU � w 0 W v O - of w w u. O wz HD RUN MARK ANCHOR BOLT ANCHOR e WASHER HOLD DOWN LOAD REQUIREMENTS WALL TYPES 1ST 2ND 3RD 4TH A 1 DIA A325 3/4" X 3" SQ 21 KIPS 21 KIPS 10 KIPS 5 KIPS 4" B 1" DIA A325 3/4" X 3" SQ 21 KIPS 10 KIPS 5 KIPS C 1/2" DIA 1/2" X 3" SQ 11 KIPS 7 KIPS 5 KIPS 3 KIPS 6" HOLD DUN SYSTEM SCHEDULE NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland. WA 98033 (425) 827 -5995 • Fax (425) 828-4850 Made by Dates � 2 1z4 /v Job No. ors Checked by Date Sheet No l Description kJ WO lLiAni,v J N ame ..-� 1'A /G l/ f-.7j 67u/4e Ktr1:2 7a PLi / F"R' 4 l( 'far Gt'iti.9 rele- 71 as • Cr 6.1 312° ;A-WI? / Ft- t.rNtoi s n CAS'c %,,.1 c:M; k5 1 .57- Fux)R 14-Ft LtIIW1 -t 69144,11 $", 12 ILO 2, Pao'? /D Ft L„AJ /?l SPp4Iu0 12. 11P 59&11 k2", IV` 4 ti PLocve I t pi-- !_t J 8 tPriej A. /u. ∎ Z"‘ 1.1, Pc) z ~ w 00 Co UJ 0 N u, w a �w z� O ILI W U 0I- WW /1 o w � 0 • FFC COMFORT SUITES Location Load Type Unit Load Tnb Width Wall Uniform Load Total Wall Load EXTERIOR WALL (ZONE 1) 4TH FLOOR 3RD FLOOR 2ND FLOOR 1ST FLOOR EXTERIOR WALL (ZONE 2) 4Th FLOOR 3RD FLOOR 2ND FLOOR 1ST FLOOR Roof DL 16 8 128 Wall DL 19 10.00 190 Total DL = 318 pH 318 off SL 50 8 400 pH 400 pH Total Load 718 pH 718 pH Floor DL 24 8 192.0 Wad DL 19 18 342.0 Total DL = 534 pH 534 pH Live Load 40 8 320 pH 320 pH Total Load 854 pit 1572 pit Floor DL 24 8 192.0 Wall DL 19 10 190.0 Total DL = 382 pH 700 pH Live Load 40 8 320 pH 720 pH Total Load 702 pH 2274 pH Floor DL 24 8 192.0 Wad DL 19 15 285.0 Total DL * 477 pH 1177 pH Live Load 40 8 320 pH 1040 pH Total Load 797 pH 3071 pH Roof DL 16 17 272 Wall DL 19 31.00 589 Total DL = 861 pH 861 pH SL 60 17 1020 pH 1020 pH Total Load 1881 pH 1881 pH Floor DL 24 1 24 Wad DL 19 10 190.0 Total DL = 214 pH 3285 pH live Load 40 1 40 pH 40 plf Total Load 254 pif 2135 pH Floor DL 24 1 24 Wall DL 19 10 190.0 Total DL = 214 pH 1075 plf Lire Load 40 1 40 pH 1060 pH Total Load 254 pH 2389 plf Floor DL 24 1 24 WaII DL 19 15 285.0 Total DL = 309 pH 1384 pH Live Load 40 1 40 plf 1100 pH Total Load 349 pit 2738 pH pcz 011 qi FFC COMFORT SUITES Location Load Type Unit Load Trib Width Wall Uniform Load Total Wall Load EXTERIOR WALL (ZONE 3) 4Th FLOOR 3RD FLOOR 2ND FLOOR 1ST FLOOR Roof DL 16 17 272 Wall DL 19 10.00 190 Total DL = 462 plf 462 Of SL 50 17 850 Of 850 plf Total Load 1312 plf 1312 plf Floor DL 24 1 24.0 Wall DL 19 18 342.0 Total DL = 366 plf 366 plf Live Load 40 1 40 pif 40 Of Total Lod 406 Of 1718 pM Floor DL 24 1 24.0 Wall DL 19 10 190.0 Total DL = 214 plf 676 Of Lire Load 40 1 40 plf 890 plf Total Load 254 Of 1972 pH Floc' DL 24 1 24.0 Wall DL 19 15 285.0 Total DL = 309 Of 985 plf L Load 40 1 40 plf 930 plf Total Load 349 plf 2321 plf P (3 POGGEMEYER DESIGN GROUP, INC Made By JLH 12/29/00 Job No. 95 Consulting Engineers Checked by Date Sheet No. 56. 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Stud Capacities Job Name: FAMILY FUN CENTER W/ UBC Table 7-8 Footnote 19 rr. Interior Walls Load on Wall • Duration - Capacity No.of studs Plato Bearing Stud Bearing LbslPost Pit 1 3341 1824 1824 2738 2 6683 3648 3648 5472 3 10024 5472 5472 8209 4 13365 7296 7298 10945 Exterior Walls Load on Wall - Duration - LOAD CAPACITIES FOR STUD WALLS Wall Height = 14.00 Ft Stud Species = HEM -FIR STUD GRADE Fb = 0.608 ksi Fc = 0.728 ksi E = 1200 ksi Plate Species = HF Stud Size = 2x8 Stud Spacing = 8 " o.c. 5.00 PSF 1.00 13.80 PSF 1.33 Capacity No.of studs Plato Bearing Stud Bearing Lbs/Post Pif 1 3341 1754 1754 2830 2 6683 3507 3507 6281 3 10024 5261 5281 7891 4 13365 7014 7014 10522 POGGEMEYER DESIGN GROUP, INC Made By JLH 12/29/00 Job No. 95 Consulting Engineers Checked by Date Sheet No. c j , 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Stud Capacities Job Name: FAMILY FUN CENTER w► UBC Table 7-B Footnote 19 Yria Interior Walls Load on Wall • 8.00 PSF Duration = 1.00 No.of studs 1 2 3 4 Exterior Walls Load on Wall = Duration No.of studs 1 2 3 4 Wall Height = Stud Species = Fb Fc E _ Plate Species = Stud Size = Stud Spacing = LOAD CAPACITIES FOR STUD WALLS Plate Bearing 3341 6683 10024 13365 Plate Bearing 3341 6683 10024 13365 14.00 Ft HEM -FIR STUD GRADE 0.608 ksi 0.728 ksi 1200 ksi HF 2x6 12 " o.c. Stud Bearing 1799 3598 5397 7195 13.80 PSF / FG2. 1.33 Stud Bearing 1700 3400 5101 6801 Capacity Lbs/Post PH 1799 3598 8397 7195 1799 3598 8397 7195 Capacity Lbs/Post Pif 1700 1700 3400 3400 8101 5101 6801 6801 PCS^ t t W D UU O O N ca cl u WW u' iu tJ O POGGEMEYER DESIGN GROUP, INC Made By JLH 12/29/00 Job No. 95 Consulting Engineers Checked by Date Sheet No. 5 C. 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fac (425) 828 -4850 Description: Stud Capacities Job Name: FAMILY FUN CENTER wl UBC Table T-B Footnote 19 Wall Height = 10.00 Ft Interior Walls Load on Wall = 5.00 PSF Duration le 1.00 LOAD CAPACITIES FOR STUD WALLS Stud Species = HEM -FIR STUD GRADE Fb = 0.808 ksi Fc = 0.728 ksi E = 1200 ksi Plate Species = HF Stud Size = 2x6 Stud Spacing = 12 " o.c. No.of studs Plate Hearin , Stud Bearin 1 3341 1839 2 6683 3678 3 10024 5517 4 13365 7356 Exterior Walls Load on Wall = 16.30 PSF 2 .10 rt.-Z. Duration ■ 1.33 No.of studs Plate Bearin Stud Bearin 1 3341 1782 2 6683 3563 3 10024 5345 4 13365 7126 Capacity LbslPost Pif 1839 3878 5517 7358 1782 3583 5345 7126 1839 3878 5517 7358 Capacity Lbs/Post PIf 1782 3583 5345 7126 ?CL POGGEMEYER DESIGN GROUP, INC Made By JLH 12/29/00 Job No. 95 Consulting Engineers Checked by Date Sheet No. SO 512 8th Street South, SuRe 202 KUklsnd, WA 98034 _ (425) 827.5995 Fax (425) 828 -4850 Description: Stud Capacities Job Name: FAMILY FUN CENTER WI UBC Table 7-B Footnote 19 ,•s Interior Walls Load on Wall = 5.00 PSF Duration = 1.00 LOAD CAPACITIES FOR STUD WALLS Wall Height = 10.00 Ft Stud Species = HEM -FIR STUD GRADE Fb = 0.608 ksi Fc = 0.728 ksi E = 1200 ksi Plate Species = HF Stud Size = 2x6 Stud Spacing = 16 " o.c. No.of studs Plats Bearing Stud Bearing 1 3341 1827 2 6883 3854 3 10024 5481 4 13385 7308 Exterior Walls Load on Wall = 16.30 PSF V' Duration = 1.33 Capacity Lbs(Post PH 1827 1370 3654 2741 6481 4111 7308 5481 Capacity No.of studs Plats Bearin . Stud Searle LbslPost Plf I 3341 1753 1763 1315 2 8683 3506 3606 2630 3 10024 5259 6259 3944 4 13365 7012 7012 6259 e 7 ix w 6 C.) = W CO 3 II u' O LLl U E 1 2 0 2 POGGEMEYER DESIGN GROUP, INC jMade By JLH 12l29roo Job No. 95 Consulting Engineers Checked by Date Sheet No. 5e 512 8th Street South, Suite 202 Kkldend, WA 98034 (425) 827 -5995 Fax (425) 8284850 Description: Stud Capacities Job Name: FAMILY FUN CENTER w/ UBC Table 7.8 Footnote 19 oai b. Interior Walls Load on Wall is Duration = Exterior Walls Load on Wall = Duration ■ 1,OAD CAPACITIES FOR STUD WAL.S Wall Height = 10.00 Ft Stud Species = HEM-FIR STUD GRADE Fb = 0.608 ksi Fc n 0.728 ksI E = 1200 ksi Plate Species = HF Stud Size = 2x6 Stud Spacing = 16 " O.C. 6.00 PSF 1.00 No.of studs Plats Bearing Stud Bearing 1 3341 1827 2 6683 3654 3 10024 5481 4 13365 7308 18.10 PSF 3 P LQ 1.33 No.of studs Plato Beatin Stud Bears 1 3341 1741 2 6683 3482 3 10024 5222 4 13365 6963 Capacity Lbs&Post Pif 1827 1370 3654 2741 5481 4111 7308 6481 Capacity Lbs&POSt Ptf 1741 3482 6222 6963 1306 2611 3917 5222 C POGGEMEYER DESIGN GROUP, INC Made By JLH 1229/00 Job No. 95 Consulting Engineers Checked by Date Sheet No. 9 512 6th Street South, Sulte 202 Kirtland, WA 98034 (425) 827 -5995 Fa,c (425) 8284850 Description: Stud Capacities Job Name: FAMILY FUN CENTER w/ UBC Table 7-13 Footnote 19 ;_1 Interior Walls Load on Wall ■ Duration s 1.OAD CAPACITIES FOR STUD WALLS Wall Height = 10.00 Ft Stud Species = HEM -FIR STUD GRADE Fb = 0.608 ksl Fc = 0.728 ksi E = 1200 ksi Plate Species = HF Stud Size = 2x8 Stud Spacing = 12 " O.C. 5.00 PSF 1.00 Capacity No.of studs Plate Besrin, Stud Bearin, Lbs/Post Ptf 1 3341 1839 2 6683 3678 3 10024 5517 4 13365 7358 Exterior Walls Load on Wall Duration ■ 18.10 PSF '3 . . 1.33 Capacity No.of studs Plate Bearin . Stud Hearin, Lbs/Post PH 1839 3878 5517 7358 1839 3878 5517 7356 1 3341 1772 1772 1772 2 6683 3545 3545 3545 3 10024 5317 5317 5317 4 13365 7089 7089 7089 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Datt tZ1 Z 9 IOU Job No. c300c1 S Checked by Date Sheet No. 6 Description i/ it Job Name F FITO i!GyJ wiz. DI= Sti.$u ri)f'+-C.-1 NCS i;4 tie 3P , r- sum/ F t Ft 4 / 77AI /N,tR-y Rae Co sr 6677A/1 0/v1 y ) Zb�l� 3 6riv iv tw o SCA.ANU 12" 9NQ NL - 3 /4 /N 2 �_ 1 %,7777 I h►4p 2?/ Gi1yPJT — Rep-1 r Z 1 Af 2 6v.0 INatza 12" SCW PAGIA 12_ Stun 'S PAL WO 12" sru0 SP ALth4L t2 scun SP4(t?4 ZLNG-. 3 IV Stui) PAGIM .1 12 STUD SPCC ;AU 7 l ' 70/ I r~' 3 FFC COMFORT SUITES Location Load Type Unit Load Tnb Width Wall Uniform Load Total Wall Load CORRIDOR WALL 4Th FLOOR Roof Dl 16 17 272 Wall DL 11.5 10.00 115 Z Total DL = 387 plf 387 plf 1 Live Load 25 17 425 plf 425 plf W Total !zed 812 plf 812 plf j 3RD FLOOR 0 p Floor DL 24 3 72.0 to 0 Waft DL 11.5 10 115.0 to W Total DL = 187 Of 187 plf 9 Live Load 100 3 300 plf 300 plf co u- Total Load 487 Of 1299 Of 0 2 2ND FLOOR 4 u. Floor DL 24 3 72.0 Wall DL 11.5 10 115.0 cy Total DL = 187 plf 574 plf W Live Load 100 3 300 plf 725 Of _ Total Load 487 ptf 1788 plf f O ui 1ST FLOOR W Floor DL 16 3 48.0 ' O Wall DL 11.5 15 172.5 0 N Total DL 33 221 off 795 ptf 0 F_- Live Load 100 3 300 plf 1026 plf W w Total Load 521 pit 2307 plf F h u. O PARTY WALL (DOUBLE 2X4 WALL) U y 4TH FLOOR Roof DL 16 0 0 0 Waft DL 13.5 10.00 135 Z 3RD FLOOR 2ND FLOOR 1ST FLOOR Total DL = 135 pff 135 plf Live Load 25 0 0 pff 0 pif Total Load 135 Of 135 plf Floor DL 24 13 312 Wall DL 13.5 10 135.0 Total DL = 447 plf 2754 pif Live Load 40 13 520 plf 520 plf Total Load 967 plf 1102 plf Floor DL 24 13 312 Wall DL 13.5 10 135.0 Total DL = 447 plf 582 plf Lire Load 40 13 520 off 520 Of Total Lead 967 plf 2069 plf Floor DL 24 13 312 Wall DL 13.5 14 189.0 Total DL = 501 pff 1083 Of Live Load 40 13 520 pif 1040 plf Total Load 1021 plf 3090 plf pcti Wall Heigh = 9.10 Ft Interior Walls Load on Wall • 5.00 PSF Duration • 1.00 No.of studs Plate Bearing Stud Bearing 1 2126 1174 2 4253 2347 3 6379 3521 4 8505 4895 Exterior Walla Load on Wail • 0.00 PSF Duration • 1.33 LOAD CAPACITIES FOR STUD WALLS Stud Species = HEM -FIR STUD GRADE Fb 0.875 ksi Fc s 0.800 ksi E = 1200 ksi Plate Species n HF Stud Size = 2X4 Stud Spacing = 18 " o.c. Capacity Lbs/Post Plf 1174 880 2347 1781 3521 2841 4895 3521 Capacity No.of studs Plate Burl Stud Bee , Lbs/Post Pit 1 2126 1227 2 4253 2454 3 6379 3681 4 8505 4908 1227 2454 3881 4908 920 1841 2781 3881 POGGEMEYER DESIGN GROUP, INC Made By JLH 125/01 Job No. 00095 Consulting Engineers Checked by Date No. i .1 (. I 512 8th Street South, Suite 202 Kirkland, WA 98034 _Sheet (425) 827 -5995 Fax (425) 828 -4850 Description: Stud Capacities Job Nacre FFC COMFORT SUITES w/ UBC Table 743 Footnote 19 Wall Heigh = 9.10 Ft Interior Walls Load on Wall • 5.00 PSF Duration • 1.00 No.of studs Plate Bearing Stud Bearing 1 2126 1174 2 4253 2347 3 6379 3521 4 8505 4895 Exterior Walla Load on Wail • 0.00 PSF Duration • 1.33 LOAD CAPACITIES FOR STUD WALLS Stud Species = HEM -FIR STUD GRADE Fb 0.875 ksi Fc s 0.800 ksi E = 1200 ksi Plate Species n HF Stud Size = 2X4 Stud Spacing = 18 " o.c. Capacity Lbs/Post Plf 1174 880 2347 1781 3521 2841 4895 3521 Capacity No.of studs Plate Burl Stud Bee , Lbs/Post Pit 1 2126 1227 2 4253 2454 3 6379 3681 4 8505 4908 1227 2454 3881 4908 920 1841 2781 3881 POGGEMEYER DESIGN GROUP, INC Made By Ali 1/25/01 Job No. 00095 Consulting Engineers Checked by Date Sheet No. 0 i? 13 512 6th Street South, Suite 202 Ktrkiend, WA 98034 (425) 827 -5995 Fax (425) 828-4850 Description: Stud Capacities Job Name: FFC COMFORT SUITES w/ UBC Table 7-8 Footnote 19 r�3 Wall Height = 9.10 Ft Interior Walls Load on Wall in 6.00 PSF Duration • 1.00 Stud Species = HEM -FIR STUD GRADE Fb = 0.875 ksi Fc = 0.800 ksi E s 1200 ksi Plate Species is HF Stud Sizes 2X4 Stud Spacing 12 " o.c. Capacity No.of studs Plato Bead • Stud Basin . Lbs/Post Ptf 1 2 3 4 2126 4253 6379 8505 Exterior Walls Load on Wall in 0.00 PSF Duration • 1.33 LOAD CAPACRIES FOR STUD WALLS 1188 2373 3559 4748 1188 1186 2373 2373 3569 3559 4746 4748 Capacity No.of studs Plate Bears • Stud Bead . Lbs/Post PN 1 2128 1227 1227 1227 2 4253 2454 2454 2454 3 6379 3681 3681 3681 4 8505 4908 4908 4908 POGGEMEYER DESIGN GROUP, INC Made By JLH 1125101 Job No. 00095 Consulting Engineers Checked by Date Sheet No. ) 0 I (1 512 8th Street South, Suite 202 Kinciend, WA 98034 (425) 827-5995 Fax (425) 828.4850 Description: Stud Capacities ,Job Name: FFC COMFORT SUITES vs/ MC Table 743 Footnote 19 LOAD CAPACITIES FOR STUD WALLS Wall Height = 9.10 Ft Interior Walls Load on Wall • 6.00 PSF Duration = 1.00 Stud Species = HEM-FIR STUD GRADE Fb = 0.675 ksi Fc = 0.800 ksi E = 1200 ksi Plate Species = HF Stud Size = 2X4 Stud Spacing = 8 " o.c. Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Pif 1 2128 1199 1199 1799 2 4253 2399 2399 3698 3 6379 3598 3598 6397 4 8505 4798 4798 7196 Exterior Walls Load on Wall Duration • 0.00 PSF 1.33 No.of studs Plate Elwin Stud Bearin 1 2126 1227 2 4253 2454 3 8379 3681 4 8505 4908 Capacity Lbs1Post Pit 122T 2454 3681 • 4908 1841 3681 6522 7383 POGGEMEYER DESIGN GROUP, INC Made By JLH 125/01 Job No. 00095 Consulting Engineers Chocked by Date Sheet No. P C )5 512 8th Street South, Suite 202 Kklklend, WA 98034 (425) 827 -5995 Fax. (425) 828 -4850 Description: Stud Capacities Job Name: FFC COMFORT SUITES w/ UBC Table 7-B Footnote 19 I, LOAD CAPACITIES FOR STUD WALLS Wail Height = 9.10 Ft interior Wails Load on Wall • 5.00 PSF Duration ■ 1.00 Stud Species = HEM -FIR STUD GRADE Fb s 0.675 ksi Fc = 0.800 ksi E s 1200 ksi Plate Species is HF Stud Size = 2X4 Stud Spacing a 8 " o.c. Capacity No.of studs Plate Bearing Stud Boating Lbs/Post Ptf 1 2126 1206 1206 2412 2 4253 2412 2412 4824 3 6379 3618 3618 7236 4 8505 4824 4824 9649 Exterior Walls Load on Wall - 0.00 PSF Duration d 1.33 Capacity No.of studs Plate Bearing Stud Bearin Lbs/Post Ptf 1 2126 1227 1227 2454 2 4253 2454 2454 4908 3 6379 3681 3681 7363 4 8505 4908 4908 9817 WALL TYPE LEVEL I STUDS & SPACING EXTERIOR EAST & WEST ENDS BETWEEN GRIDS A & J 4 - 3 2x6 HF FIRE TREATED STUD GRADE AT 16" O.C. 3 2x6 HF FIRE TREATED STUD GRADE AT 12" O.C. 2 2x6 HF FIRE TREATED STUD GRADE AT 8" O.C. SOUTH SIDE BETWEEN GRIDS 7 & 9 4 - 1 2x6 HF FIRE TREATED STUD GRADE AT 12" O.C. SOUTH SIDE BETWEEN GRIDS 1 -7, 19 -26, VORTH SIDE BETWEEN GRIDS 1-26 4 _ 2 2x6 HF FIRE TREATED STUD GRADE AT 16" O.C. 1 2x6 HF FIRE TREATED STUD GRADE AT 12" O.C. INTERIOR CORRIDOR 4 -3 2x4 HF STUD GRADE AT 12" O.C. 2 2x4 HF STUD GRADE AT 8" O.C. 1 2x4 HF STUD GRADE AT 6" O.C. INTERIOR 4 -3 2x4 HF STUD GRADE AT 24" 0.C. STAGGERED ON 2X6 PLATE PARTY WALL DOUBLE SIDE PLY 2 2x4 HF STUD GRADE AT 16" O.C. STAGGERED ON 2X6 PLATE 1 2x4 HF STUD GRADE AT 12" O.C. STAGGERED ON 2X6 PLATE BEARING WALL STUD SCHEDULE * REFER TO SHEAR WALL SCHEDULE FOR 3X REQUIREMENTS NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN This NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Column( AISC 9th Ed ASD 1 Ver: 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 02 -26 -2001 : 10:16:52 AM Project: 00095 - Location: Summary: 4 X 4 X 5/18 TS -ASTM A500 x 13.0 FT Section Adequate By: 51.4% Vertical Reactions: Live: Dead: Total: �. Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X -X Axis): Eccentricity (Y -Y Axis): Column Data: Length: Maximum Unbraced Length (X -X Axis): Maximum Unbraced Length (Y -Y Axis): Column End Condition: Column Bending Coefficient: Properties for:4 X 4 X 5/16 TS/A500 Steel Yield Strength: Modulus of Elasticity: Column Section: (X -X Axis): Column Section: (Y -Y Axis): Column Wall Thickness: Area: Moment of inertia (X -X Axis): Moment of inertia (Y -Y Axis): Section Modulus (X -X Axis): Section Modulus (Y -Y Axis): Radius of Gyration (X -X Axis): Radius of Gyration (Y -Y Axis): Column Compression Calculations: KL/r Ratio (X -X Axis): KUr Ratio (Y -Y Axis): Controlling Direction for Compression Calculations: Column Slenderness Ratio: Allowable Compressive Stress: Compressive Stress: t4 Vert- LL -Rxn= Vert- DL -Rxn= Vert- TL -Rxn= PL= PD= CSW= PT= ex= ey= L= L L y= K= Cm= Fy= dx= dy= t= A= lx= ly= Sx= Sy= rx= ry= KLx/rx= KLy /ry= Cc= Fa= fa= 13000 LB 15193 LB 28193 LB 13000 LB 15000 LB 193 LB 28193 LB 0.00 IN 0.00 IN 13.0 FT 13.0 FT 13.0 FT 1.0 1.0 46 KSI 29000 KSI 4.00 N 4.00 N 0.313 N 4.36 N2 9.58 N4 9.58 N4 4.79 N3 4.79 N3 1.48 N 1.48 N 105.4 105.4 (Y -Y Axis) 111.6 13294 PSI 6466 PSI p e ( Column( AISC 9th Ed ASD StruCaic 4.06 By: JASON HILL. POGGEMEYER DESIGN GROUP, INC on: 01 -22 -2001 Protect: 00095 - Location: COL AT GRID -(10) & GRID -(F) Summary: 5 X 5 X 3/8 TS -ASTM A500 x 15.0 FT Section Adequate By: 29.7% Base Reactions: Live: Dead: Total: Maximum Unbraced Length (X Axis): Maximum Unbraced Length (Y Axis): Column Section: (X Axis): Column Section: (Y Axis): Axial Loads: Live Loads: Dead Loads: Total Loads: Column Data: Length: Column End Condition: Eccentricity (X Axis): Eccentricity (Y Axis): Column Design Properties: Steel Yield Strength: Modulus of Elasticity: Column Bending Coefficient: Area: Moment of Inertia (X Axis): Moment of Inertia (Y Axis): Radius of Gyration Ratio: Radius of Gyration (X Axis): Radius of Gyration (Y Axis): Section Modulus (X Axis): Section Modulus (Y Axis): Column Compression Calculations: KUr Ratio (X Axis): KtJr Ratio (Y Axis): Controlling Direction: Compressive Stress: Column Slenderness Ratio: Allowable Compressive Stress: Column Bending Calculations: Eccentricity Moment pc Axis): Eccentricity Moment (Y Axis): Bending Stress (X Axis): Bending Stress (Y Axis): Allowable Bending Stress: Euler's Stress (X Axis): Euler's Stress (V Axis): Combined Stress Calculations: Using AISC Formula H1 -1: CSF(1)= 0.70 Using AISC Formula H1 -2: CSF(2)= 0.38 Using AISC Formula H1 -3: CSF(3)= 0.70 RL= 37900 LB RD= 31938 LB RT= 69836 LB Z Z Lx= 15.0 FT Ly= 15.0 FT dx= 5.00 IN re 2 dy= 5.00 IN a PL= 37900 LB 0 0 PD= 31600 LB co W PT= 69500 LB co L= 15.0 FT rn u. Ke= 1.0 W O ex= 0.00 IN 2 ey= 0.00 IN 1 n u. 4 E 29000000 PSI N d Cm= 1.00 _ A= 6.58 IN2 3. ly 2222.8 1N4 F' O rx/ry= 1.00 rx= 1.86 IN Sx= 1 9.1 IN3 0 N Sy= 9.1 IN3 p t KLx/rx= 96.8 W W KLy /r (Y 96.8 F= fa= 10562 PSI O Cc= 111.6 V N Fa= 15018 PSI H Mx= 0 IN -LB O My= 0 IN-LB z fbx= 0 PSI fbv= 0 PSI Fbx=Fby= 30360 PSI Fex'= 15945 PSI Fey'= 15945 PSI TUBE STEEL T.S. 6x5x3/8 WIDE FLANGE W 18x76 Fy (ksi) = 46.0 Fy (ksi) = 50 Length Par. to Y -Axis "d" (in) = 6.0 Depth "d" (in) = 18.21 Length Par. to X -Axis "b" (In) = 5.0 Flange Width "Bf' (in) = 11.04 Reference Wall Thickness "t" (in) = 3/8 Flange Thickness'Tf' (in) = 0.68 Actual Wall Thickness "t" (in) = 0.3488 Web Thickness '1W' (in) = 0.43 Mir check - OKI Mir check - OKI Width - Thickness Ratio check - Compact Width - Thickness Ratio check - Compact fa (ksi) = 6.40 fa (ksi) = 1.98 fbx (ksi) = 11.72 fbx (ksi) = 0.90 fby (ksi) = 0.00 fby (ksi) = 0.00 Fa (ksi) = 17.78 Fa (ksi) = 22.80 Fbx (ksi) = 24.10 Fbx (ksi) = 30.00 Fby (ksi) = 27.60 Fby (ksi) = 28.74 Cmx = 0.85 Cmx = 0.85 Cmy = 0.85 Cmy = 0.85 F'ex = 30.2 F'ex = 30.2 Fey = 22.4 F'ey = 22.4 STRESS RATIO: STRESS RATIO: EQUATION H1 -1 (controls) = 0.11 EQUATION H1 -1 (controls) = 0.88 4 STEEL COLUMN ANALYSIS 'Clockwise Moments are Positive MOMENT © TOP (ft-kips) MOMENT @ BOTTOM (ft-kips) INTERIOR MOMENT (ft-kips) SECTION: LOADING Mx = My = Mx = My = MEMBER ID - AXIAL LOAD (kips) (Tension = Negative) P = 44.00 11.00 0.00 Mx = 0.00 My = 0.00 0.00 Pa Max Load on TS AMT Co X 5 X 8 GEOMETRY Lx (ft) = Ly (ft) = K= IS SIDESWAY PROHIBITED? in X -axis: No in Y -axis: No LOADING BETWEEN SUPPORTS? in X -axis: No in Y -axis: No ENDS RESTRAINED? for X -axis bending: Yes for Y -axis bending: Yes 13.00 13.00 1.00 c w JU U g N w LU J w 0 • < O w U� 0- C ,- W w a tL O w z U O F- z TUBE STEEL T.S. 5x5x3/8 WIDE FLANGE W 18x76 Fy (ksi) = 46.0 Fy (ksi) = 50 Length Par. to Y -Axis "d" (in) = 5.0 Depth "d" (in) = 18.21 Length Par. to X -Axis "b" (in) = 5.0 Flange Width "Bf' (in) = 11.04 Reference Wall Thickness "t" (in) = 3/8 Flange Thickness 'TI" (in) = 0.68 Actual Wall Thickness "t" (in) = 0.3488 Web Thickness'TW' (in) = 0.43 KL/r check - OKI KL/r check - OKI Width - Thickness Ratio check - Compact Width- Thickness Ratio check - Compact fa (ksi) = 8.26 fa (ksi) = 2.30 fbx (ksi) = 4.89 fbx (ksi) = 0.29 fby (ksi) = 0.00 fby (ksi) = 0.00 Fa (ksi) = 17.45 Fa (ksi) = 22.80 Fbx (ksi) = 26.83 Fbx (ksi) = 30.00 Fby (ksi) = 26.83 Fby (ksi) = 28.74 Cmx = 0.85 Cmx = 0.85 Cmy = 0.85 Cmy = 0.85 F'ex = 21.3 F'ex = 21.3 F'ey = 21.3 Fey = 21.3 STRESS RATIO: STR ESS RATIO: EQUATION H1 -1 (controls) = 0.11 EQUATION H1 -1 (controls) = 0.73 11 f STEEL COLUMN ANALYSIS LOADING AXIAL LOAD (kips) (Tension = Negative) P = 51.00 'Clockwise Moments are Positive MOMENT @ TOP (ft-kips) MOMENT @ BOTTOM (ft-kips) INTERIOR MOMENT (ft-kips) SECTION: Mx = My = Mx = 0.00 My = Mx = My = MEMBER ID- Max Load on TS MEE 5 k5 8 3.50 0.00 0.00 0.00 pt? 20 GEOMETRY Lx (ft) = 13.00 Ly (ft) = 13.00 K = 1.00 IS SIDESWAY PROHIBITED? in X -axis: No in Y -axis: No LOADING BETWEEN SUPPORTS? in X -axis: No in Y -axis: No ENDS RESTRAINED? for X-axis bending: Yes for Y-axis bending: Yes TUBE STEEL T.S. 6x6x3/8 WIDE FLANGE W 18x76 Fy (ksi) = 46.0 Fy (ksi) = 50 Length Par. to Y -Axis "d" (in) = 6.0 Depth "d" (in) = 18.21 Length Par. to X -Axis "b" (in) = 6.0 Flange Width "Bf' (in) = 11.04 Reference Wall Thickness "t" (in) = 3/8 Flange Thickness 'TV' (in) = 0.68 Actual Wall Thickness "t" (in) = 0.3488 Web Thickness'TW' (in) = 0.43 KUr check - OKI KUr check - OKI Width - Thickness Ratio check - Compact Width Thickness Ratio check - Compact fa (ksi) = 10.57 fa (ksi) = 3.61 fbx (ksi) = 5.07 fbx (ksi) = 0.45 fby (ksi) = 0.00 fby (ksi) = 0.00 Fa (ksi) = 19.96 Fa (ksi) = 22.80 Fbx (ksi) = 26.83 Fbx (ksi) = 30.00 Fby (ksi) = 26.83 Fby (ksi) = 28.74 Cmx = 0.85 Cmx = 0.85 Cmy = 0.85 Cmy = 0.85 F'ex = 31.7 F'ex = 31.7 F'ey = 31.7 F'ey = 31.7 STRESS RATIO: STRESS RATIO: EQUATION H1 -1 (controls) = 0.17 EQUATION H1 -1 (controls) = 0.77 STEEL COLUMN ANALYSIS j.OADING AXIAL LOAD (kips) (Tension = Negative) P = 80.00 'Clockwise Moments are Positive MOMENT © TOP (ft-kips) MOMENT © BOTTOM (ft-kips) INTERIOR MOMENT (ft-kips) SECTION: Mx = My = Mx = My = MEMBER ID - Max Load on TS MIEN /AVM( 5 /8 5.50 0.00 Mx = 0.00 My = 0.00 0.00 p C -I GEOMETRY Lx (ft) = Ly (ft) = K= IS SIDESWAY PROHIBITED? in X -axis: No in Y -axis: No LOADING BETWEEN SUPPORTS? in X -axis: No in Y -axis: No ENDS RESTRAINED? for X-axis bending: Yes for Y -axis bending: Yes 13.00 13.00 1.00 77 ..1!.!!!!”.01111111111111811111111k TUBE STEEL T.S. 7x7x3/8 WIDE FLANGE W 18x76 Fy (ksi) = 46.0 Fy (ksi) = 50 Length Par. to Y -Axis "d" (in) = 7.0 Depth "d" (in) = 18.21 Length Par. to X -Axis "b" (in) = 7.0 Flange Width "BP' (in) = 11.04 Reference Wall Thickness "t" (in) = 3/8 Flange Thickness'Tf' (in) = 0.88 Actual Wall Thickness "t" (in) = 0.3488 Web Thickness "TW' (in) = 0.43 KUr check - OK! KUr check - OK! Width - Thickness Ratio check - Compact Width - Thickness Ratio check - Compact fa (ksi) = 11.15 fa (ksi) = 4.51 fbx (ksi) = 4.50 fbx (ksi) = 0.57 fby (ksi) = 0.00 fby (ksi) = 0.00 Fa (ksi) = 21.54 Fa (ksi) = 22.80 Fbx (ksi) = 27.26 Fbx (ksi) = 30.00 Fby (ksi) = 27.26 Fby (ksi) = 28.74 Cmx = 0.85 Cmx = 0.85 Cmy = 0.85 Cmy = 0.85 F'ex = 44.1 F'ex = 44.1 Fey = 44.1 Fey = 44.1 STRESS RATIO: STRESS RATIO: EQUATION H1 -1 (controls) = 0.22 EQUATION H1 -1 (controls) = 0.71 STEEL COLUMN ANALYSIS LOADING AXIAL LOAD (kips) (tension = Negative) •Clockwise Moments are Positive MOMENT © TOP (ft-kips) MOMENT © BOTTOM (ft-kips) INTERIOR MOMENT (ft-kips) SECTION: P Mx = My = Mx = My = Mx = My = MEMBER ID - Max Load on TS MINN ev x 3 = 100.00 GEOMETRY Lx (ft) = Ly (ft) = K= IS SIDESWAY PROHIBITED? in X -axis: No 8.90 in Y -axis: No 0.00 LOADING BETWEEN SUPPORTS? in X -axis: No 0.00 in Y -axis: No ENDS RESTRAINED? for X -axis bending: 0.00 for Y-axis bending: 0.00 13.00 13.00 1.00 Yes Yes z 6 00 to 0 cow • w w 0 u. to o w 0 O N O l- w W u. tii z O z ERE " r A GO 11M r LENGTI`1 t Pi r '• SI/ x S ,?� � ,,,/ � T✓- 101C } .� • A4 i f� � 4 , ,{ f T;4644 t� }r.4 . t. i '7 ., 11,202 9,143 7,553 t 1 t . } F�,k ' :-. ' R jt12S x'e 10� 7C } !•hY. '� {N� 1,551 9,375 7,716 7w1 ; '� .. r ; t1 " .gyp . 1 r'� C1t' . 15,897 13,111 10,905 Y {• ' ' " +• .. a .' � Y 16,804 13,715 11,330 nth • tt 17,326 14,063 11,574 ,:.fi '' �:4 M O el N - ' j - .` JM' �n t i k % , .� i i ; /J Y a 21,196 17,481 14,539 � 'f'.� ri. a s - . pl.: y`p 22405 18,287 15,106 eV L� :►r+ i 23,101 18,751 15,432 -14 ,, Pa 2: ° en 3v N as in fi ,. i ` ' +i. , ` i 1 .F 33,300 30,016 26,655 I• ' R . + s . ! / 1 � } • ++ ;VIA 1 ` . . ,?3 fi ; sa t • } t 3',,;' r x'N t. 4 ,Yt k t. 36685 32,551 28,499 y . +� �S ., *-,. ,. U.�'` • ` r ! t l ' •38,743 34,041 29,565 ^4 �.r J i fi t N�..` i `Y err . 35,540 ' !" a5... .a r' a. , . } � � 37,998 fU .. t r w S� s �j+25 } t" I.i� d ':{t ) 39,420 ; r'+ tst4 4 rr. ty1 %rf '+i'' YW 1 K� i k 1 ` l� %.• s aM:'s t.rt- i :li1SX fR' +'� .� ' 1r. '� �:4; ��• G N. 1 r 1f: � 1 A1 " 7 I I: , r 4'.';. .ILG.s ' 10,598 8,740 7,270 ft. 6,115 '5,2035,359 3,885 6,323 3,979 . 6,441 5,449 4,033 9,173 7,805 5,827 9,484 8,039 5,969 • 9,662 8,173 6,050 12,231 10,407 7,770 12,645 10,718 7,959 12,883 10,897 8,067 .23,484 20,667 16,166 .24,845 21,703 16,810 25,631 21,300 17,180 31,312 27,556 21,555 33,127 28,937 22,413 34,175 29,733 22,907 4 !: 4 18 d p• t? 3,003 3,064 3,099 4,504 4,596 4,649 6,005 6,129 6,199 12,893 10,4 8,673 3,320 10,781 8,890 13,566 10,952 9,013 17,190 13,977 11,565 17,760 14,375 11,853 18,088 14,603 12,018 34,168 28,498 24,027 35,796 29,648 24,871 36,736 30,312 25,356 20' ' -:g 4.0� ti =0 4" . 7,286 7,447 7,540 9,715 9,930 10,053 20,481 17,638 15,333 21,118 18,131 15,722 21,484 18,413 15,944 a I BEAM ON COLUMN CAP ALLOWABLE AXIAL LOADS (LBS.) GENERAL NOTES • • Table applies to solid, one -piece column members used in dry service conditions. • Loads shown have been adjusted to accommodate the worst case of the following eccentric conditions; 0.167 of column thickness (first dimension) or 0.167 of column width. • Loads are based on simple axial loaded columns using the design provisions of the National Design Specification® for Wood Construction (NOS ®), 1991 edition. For side loads or other combined bending and axial loads see provisions of NDS ®, 1991 edition. • Table assumes that the column is unbraced, except at the column ends and the effective column length is equal to the actual column length. 18 Modulus of elasticity Flexural stress Compression parallel to grain C 23. 1.8E PARALLAM PSL ALLOWABLE DESIGN STRESSES (100% LOAD DURATION) E • 1.8x10 psi Fb - 2,400 pail) Fdl - 2,500 psi (1) For 12 -inch depth. For others, multiply by [4-11.111 MARK SIZE Cl TS4"X4"X5/16" C2 TS5"X5"Xi/8" C3 TS 6" X 6" X 3/8" C4 TS 7" X 7" X 3/8 C5 TS 6" X 5" X 3/8" C6 PSL 3 -1/2" X 3 -1/2" C7 PSL 5 -1/4" X 5 -7/4" COLUMN SC! /EDULL NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 828-4850 Made by t , . . ..... — Date . r.): • ',C1 I ,) • Job No. ,.— ,-- --„-vi. I . Checked by Date Sheet No. 1 P Description Job Name F \-= r Mil lrt' ', ! I : ! r .:.... .., -.. . La I '•,0 de Z0/10 fr 1 LL = JLL A / )t . \ ' L. • P;*??.125`. Ai ••• 14-2. 4: 4: ;4 4 2 „ . N.-. • a.% s.../ I s...1 • • e "*” • ‘"'- • V (A • - ;72. . : I . t, • ;•.„ ,. • • f e• •••, • \ c• \ *4 3 1. .. 5 Z FL 1 — • - POGGEMEYER DESIGN GROUP CONSUITING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland. WA 98033 (425) 827-5995 • Fax (425) 828-4850 Made by 4_,,,..,_ .—,..- t \ Datc • (-) ', : - , Job No ) Checked by Date Sheet No r ---> c_.... Descnption P \ L._( Job Name ; .. , . k _ •11 • et. 4r6 • 4.0d,4 5 r 2 09 # / • • 1 2 l t -e , • ; I , -? A . - i i, ), r / if- 19 - „ (e. /6, 2' - - z iq r-- c. '' - 0) t I e - ? • • r ,.., ./..7-; . , • .. ' .1 A . .... ----. . • ..... -, - • , , : . / ' :- Sr A9 /,(7410/)1-..L.) / TOIKI L04 /2 t ' % I 7.:1 ?L- /7. 7 .* • 7 )4 Tg '1 ..1"' .} "1 - "■ . TOTAL e6.14L) .2..• ,r / 1 , • : r2-e - ft .; 7 I .",•." • •-•;() =';'• - . •r• POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date bZ1(akol Job No. CXX19 Checked by Date - Sheet No. F Description OR P) ''1 Job Name FR C_ eisAn( =oQ1 SU t. \--&_:- 5, ? ' )k- I. estc•' iE;ci'. h !, y L - •• !? 1 h , ( 24 112Y ''),A-t"1.5 ."1-- Y\ S /100Z) WALL Wt = N z x I c' 4 1 1 5`Z) Vi .900 a Z9 31.01PLvt VDe,./P' OH )k) ,.ih3wf 0 13 t zg * %so) /coca 4 S P= 124 c -9.6 y4 - 3 M • &4" ; '4 { --- 9tv K - r- t A/16 24 f g qle 41.3 t 454 • 861 K 'c ) vg r 3 95 41, 3 - �t s .1 - —1, K (T GU Q4P 1.47 64 /Jilt. rCi 1);3! _ri r " <r POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 5)2 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • Fax (425) 828 -4850 Made by V InV l O O hl Job No. 6- Checked by Date 1 Sheet No. Fl Description (h �" I lY Job Name re, eMr iT ¶/PubC,:; _ i Dt- d 1...L - 3.1'4 PL- =3,2_ 45 S - OK 0 so.k L ' 6,6 10L- 124.4 `� POGGEMEYER DESIGN GROUP CONSUU1NG ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date / d zib I QC Job No. Q ,` 6qS (J Checked by Date Sheet No. t r S Description 1 6 Job Name rFC PPM7J/2i 7,1: ►P-- DL c Cell: efi1) 4' ,/ ALLY I i/JE 4 eL( wA (jJf al:. ? CAP . 24/Z 2_4 4 X IS O) //JOU - Zi K WALL Wt % 8/ Z X ZZ I S * 1 SU VDOCi $1-OC,5wE- (/083p 122)//060 24K $ wt- (io /i2 t 1 3 28 ` =OV 3 :1) 46-K P - 131 c.. _ \art \ C) 2- z 242 r'Li= r -t z 1 3 1 K .} 81761) _ 44 %P it- 3��= �1 K Ce ) 3 " 4-44 — 3170 `7 (`) ,9GIOG�I ►-�= r&450/0 64, 6011 t11 -4/ � Zp - 7 . T ewme tTL { ' - 4 /3 Cl CO ) ` ) 33 (c POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 850 (425) 827 -5995 • Fax (425) 828.4850 Made by . Da Lc � Z 0z /CS Job No. 60335 ��-� Checked by I Date Sheet No. G Description -; -D Job Name FFC & 'W e 0,3 1 ,71::, -, tq V t-tt, ' 4\ Du- ": 2,5 1. 4 LL - 3, } DL = 3.7 vi4 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date Job No. Checked by Date Sheet No. 7 Description Job Name o.' IA 4 b' 1 7 0 - .?\ LS GAP -4- UJALL lr..)t. C 13L' PILE = C` * 13 12714 \ �—O pc� =)�� - (v +.�1�LI,wt C�1Z rl rt 1c -\ Y- I Siccr) /i vod = 32�` ZlaDVSE _ / /) 3pt)- k' 1'5LF� 00 = 1 8'. Si -0413 tut =- Cv42 , 25 r& Y (0.%5F( 3 . 13)//000) L5 t�. F _ 1t -Ft It/I 72.K* l !Z 4f C=9SFt 5) ` 3 (p 1 I LL FE A Dv i' * 122 4 ( ) 37 + 3 K. 6) *44 /4 4 - 3 39 - 3 Z - 7 K << % x = 11 Z (r ;; ���,'; -'lam /L'- ✓ L° P, 11/ '4/ `/4' k ) — / (c) POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by 4-r Date Job No. _ Checked by Date Sheet No. 8 Description Pil. L 4r4i ni --"�I LS 1 Job Name I— FC iiTPArelr2+ `:._ '�:. F4 ' ?4 M'i 4 O i � EQ .�K I O=wa K 41 DL' eis 14.4 0- 1. 4 »A 2,3 x4. � • I POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Dale Job No. Checked by Date - Sheet No. r ? Description Job Name (.a rte- 242 /4-rL • iAd 0 li i' &G / r45/,P J 0 3 -4 ..1. W> 41,1, tut 514z3 Gt.1 L. f /3L-DO wt. i L' GeiP 1 ,24/ 1 7...?P � t* 3 2 i" L *' i S� � c,? //a Y ( Z" i t3 " I , 160 )/1,000 ,. = 31K ( 3S ' * 12 ` PLF) / /Dop s /05 K (/U, 2.) 0.6 A 6 ?'1 -t - S M MO M / ift) = 33241 " e p6 4) 2 = 764PiLL__rf 2 242. t 2524 (14) s 46,3 f- 45 ' 85 (c) ✓� L lo 764- 46.g 45 /dog' ``e) Solution: LC 1, 1.32DL + .5LL + 1.1E0 Member Bending Moments ((-11) Poggemeyer Design Group, Inc. JASON HILL 00095 -795 7 PILE CAP AT GRID 5 AND 23 February 2, 2001 11:14 AM CAP AT GRID 5 AND 23.r2d NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS ULT 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (4251828 -4850 Made by �_ ' Checked Date / � I Job No. �'. by Date Sheet No. F I 1 Description - r Job Name r ( '. i'I/ i.. w'! ,. _ pi =- . MLA_ `79(9 F? *12- , b.gOtoS xs gjjoc) ` : o i ;102 #(01 fi Coo 1'-, 600) — 2L� • 0,001-2., • (.00 onz 1.6 to' 2 V:PO, ZOO ?>G' t 1 4. '1 2 f' j op 143'7160o vfg' /2 # 9 Me 7 3 II, S. 11,17- ) J r7�!Yl ` i t �y� 1 /q8 >k -mot POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 425 827-5995 • F 425 828 -4850 I 1 I I Made by Date % , Z ,�1 _ '"; i Job No. !Y.)1 Checked by Date - Sheet No. _ f" / Z Description Jt.� L.1: i '. Job Name r- , rcrm r 3T2 u l -: 5.. 1 picre ire �= DL= wAw tt 5r r3 wt f /St_D/. / Pit-t_ '4P -4Ft 3.ZPe * /6 6PeF)l000 = 38.4' wee lot = ( " 13Ft *ISFt * IS i4,5 K 3&919 a ' /O. - '� _ K -4& We l / ` /IFS 3Zrt *is7M. Y ? /123' 4 - 3 pii. Mr 18 " / if - ci F /ore P64) Z 39z,01 ,zr-e. 2 ? IYIC f / 3 f 1 6- 2 1(. 1 1 14 re 7)74.1e t� s4 J4p z' 3 i!e5 31Z P1e. P 37.i /// 3¢.g Ile w 3.4 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (4251827 -5995 • Fax (425) 828 -4850 Made by Date C./ lot Job No. 000is Checked by Date Sheet No. F t.S Description P FTC 4 lid' 7,:):=7- J, Job Name F FC. COMRy -T 30\ie.f., 14% I f - / , 5' t ta 1 LL DL 2,74. u._ " O 14 4 G L e l 3l (0 - 3 5 t-. Solution: LC 1, 1.320L + .5LL + 1.1E0 Member Bending Moments (K -R) Poggemeyer Design Group, Inc. JASON HILL 00095 N1 =� -317.4 PILE CAP AT GRID 16 AND 17 February 2, 2001 11:07 AM NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. CAP AT GRID 16 AND 17.r2d POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 425 827 -5995 • (425) 828 4850 ( 1 1 i Made by ' C� -- Date 02.,,•);',' t ,,r Job No. 1 ")Le Checked by Date' Sheet No. - F 1 S Description 1114" �� ..l. 0, r JoD Name f, G J � '� �. a '/ /ice - v. 531 p eit) .- , J las ^ ?l 6 ) Z - 4(31 �(G 345 ) z CS ij AS 6. 00 cal 06)(1 t; - to i34? - 6.44iH # 7 P G. - -e' 94re = 6. 7B rh 2 8 7 t/ d, 315 l ,, `N Z r314i 5 . 3 o. o 'ire -x) A et _ I4) : _ 1 r 710 Yaddd ) b a e506a91m6 ) M:A ( eL %) - zege 7o /P1 - 356 OIL ' g34- 5 . /,1301 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 828-4850 Made by ..\..,.....,\_ 7)C1,e 02— 04/1 I a \ Job No. 1j0.1.-1 Checked by Date Sheet No. 4 / CO Description t4t4 lob Name _ F—. t.. eomplovzi f.sii) i''.*. 1-1 F 4 • 1-- LL mr 4;70'4'465 6 SI - 3 re 11' c.) 0 0 u, in IL. Li' 0 tr. < Si2 a 11 g. I- 0 D 0 O c o O — O t 4 - 1 0 Z Wu) z C.) — i32 r# 8 D L =1 23qcp';: hi-LL ). 2312 „ „, • ' • , , • •• , • • : POGGEMEYER DESIGN GROUP, INC Consulting Engineers Made By: JLH Date: 26M1 Job No.: 00095 Checked by: Date: Sheet No.: 512 8th Street South, Suite 202 Kir Nand, WA 98034 (425) 827-5995 Fax (425) 828-4850 Description: GRAD BEAM Job Name: FFC COMFORT SUITES ANALYSIS tit •9 b b= h = Bar Clearance = 30.00 in 36.00 in 8.00 in Mu = 132.00 K-ft ft = 4000 psi ASnxed 12 1.07 in Asrrdn - USE: 5#6 OKI Ig = 116640.0 in icr = 10305.4 in 3 Mcr = 64.04 K-ft leff = 22445.7 in h 1.94 In = 0.0018bh moroormiamewnlill' . P POGGEMEYER DESIGN GROUP, INC Consulting Engineers Made By: JLH Date: 2/6/01 Job No.: 00095 Checked by: _ Date: — Sheet No.: 512 6th Street South. Suite 202 Krkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 D escription: GRAD BEAM Job Name: FFC COMFORT SUITES ANALYSIS b b= h= Bar Clearance = Mu = i'c = 30.00 in 36.00 in 8.00 in 200.00 K -ft 4000 psi As dd = 1.64 in As al 2.18 In is 413 As USE: 5 #6 OKI Ig = 116640.0 in Icr = 10305.4 in Mcr = 64.04 K-ft leff as 13795.7 in i► • h POGGEMEYER DESIGN GROUP t CONSULTING ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland. WA 98033 (425) 827 -5995 • Fax (425) 8284850 Made bY,tt Date 1 / � Ibl Job No. 1 Checked by Date Sheet No. I 1 Description I ..: '. / • . :V4 il 4 1 2. Job Name F _ t EBM PV _ i .lJ! TE3 Mvinrix = 8.s16 , 5 Z6 t ��, S .�, • ) 33 K / J ' 451 oiLc M /,Co(,. '112 \ 3v Zo U =. `'.�. Mk.r 4i4' Ps-ft • e mio g,O 9.E (XIOS' (bon') 3 el ) - 2 1°,4' )7) z000 co ce tu u . w � u. ¢ w Z � w U 0 4N t ww g u. O i Z v� 0 POGGEMEYER DESIGN GROUP, INC Consulting Engineers Made By: JLH Date: 2/6/01 Job No.: 00095 Checked by: Date: Sheet No.: .F 20 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: GRAD BEAM Job Name: FFC COMFORT SUITES ANALYSIS k - i A • b h= Bar Clearance = Mu = Pc = b 30.00 in 38.00 in 8.00 in 374.00 K -ft 4000 psi • As,. = 3.11 In ■ 3.11 In = As USE: 8 #6 OK! Ig = 116640.0 in Ic r = 15377.1 in Mcr = 64.04 K -ft left = 15885.4 in h POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 828-4850 Made byi 1:;.t. og b i Job Naomi, S Sheet No F 2- i Checked by Date Description It614A4 64 Job Name rfe. 6 fiviFoer i its Y1 'A! egaimmaill11111111, Ir.•••••••■• .• , )\ ■ "600? tofto-L ROOF ILI ?Sr- S L. AZ /Z.5 FP L. U ZsP3 1 Z,pc 61-140 "` 40 PSF ?Sr 014 Ft) ( "1 ) Qf,c / 46 p1 A zs?sF(LIFE) 65op,if ales, Bea r vv,- s . z tr. r. 1) 1 Z z 1.3 1 -25-F 3 51 p$r 40 SF ("1 15f24 (P21 re- ) Loads: BLC 1, DL + LL Solution: LC1,DL +LL Member Bending Moments (K-fl) Reaction units are K end K-it -4 707Kpt 1111111 111Nf1 Ills''''' '''''�— - II! ,1 ' , H Ne4 11,N U PbNIN hNbt £ a „ i∎ n Y * . . We a• a a a I a a a a u u ub u u �a • 1 • • r „1 � ru £ l a �a� � n t o rS�i ( a i ii i� ia iii ^ ::, ^:4?4�'AAnn • n�e� 23.1 -57S M6 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Poggemeyer Design Group, Inc. Jason hill FFC COMFORT SUITES February 9, 2001 12:11 PM untft(edRd Loads: BLC 1, DL + LL Solution: LC 1, DL + LL Member Shear Forces (K) Reaction units are K and K -R Jason hill - 4.707K/ft Poggemeyer Design Group, Inc. K�:t..� II!I�!IIIIIII� III..II„ ,,,,,I,I I,.NI�I,I,.�„�II..��.III ,I, ...,,: Vii.. r i ���� ventwonou ulunquili 9 23.3 X 38 6 -52 FFC COMFORT SUITES NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. February 9, 2001 2:10 PM CANTILEVER BEAM DESIGN.r2d POGGEMEYER DESIGN GROUP, INC Consulting Engineers Made By: JLH Date: 2/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 24 512 6th Street South, Suite 202 K irkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: GRAD BEAM ,Job Name: FFC COMFORT SUITES ANALYSIS b= h= Bar Clearance = b 30.00 in 38.00 in 2.00 in h Mu = 229.00 K -ft fc = 4000 psi Asr, = 1.53 In Asa*, m 2.05 111 = 4/3 As USE: 6 #6 OK! Ig = 116640.0 in icr = 18356.3 in Mcr = 84.04 K -ft left = 20505.3 in3 POGGEMEYER DESIGN GROUP, INC Consulting Engineers Made By: JLH Date: 2/9/01 Job No.: 00095 Checked by: Date: Sheet No.: P 1.■:‘ 512 81h Street South, Suite 202 ICreklend, WA 98034 (425) 827-5995 Fax (425) 828-4850 Description: GRAD BEAM Job Name: FFC COMFORT SUITES ANALYSIS 4 b h Bar Clearance = Mu = fc = b 30.00 In 36.00 in 9.00 in left = 116640.0 in 60.00 K 4000 psi As ra t,' al 0.50 In M - 1.94 In 0.0018bh USE: 5#6 OK! Ig = 116640.0 in lcr = 9525.8 in 3 Mcr = 64.04 K-ft POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425( 827-5995 •F (425) 828-4850 Made by Date Job No. 000q 5 Checked by Date Sheet No. Description !(�� a �„_ _ 5 � -I T Ci� e•F 42 Job Nam: (CM O -� t )V . • :3 L A z c L Sc, L 613 /12, _�.. 1 1D Co O 50000� 5 oo(ir;r`�� �c. Zz9K -r� L 1ZS F- 2 ) 14- zoo d` (1 Z, s F6.. Y-12. 1 0, o 3'4 kv ,„ � ic.b4 t`1 l t L (a -D &a: /- w O,e 5(2 )44 ( ciT 4 X 1 - 31.0,04 � 5 1Z,S iZ -6.31Z IK M (1) 'f130 /0 - Rxot p Ni m.) 22IttiE __e1340 5 .- 2 4 : `ft 11/ D.C. &1-1to -Or L !� &AO Pio . r = 52 (freha) r ut? 6 1-- POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date Job No. Checked by Date Sheet No. F I-7 Description Job Name iii N ! i j4 POGGEMEYER DESIGN GROUP CONSUUlNG ENGMEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by r)Z-108101 Job NoM � , �� Wv Checked by te Sheet No F 2-11 Description e---6 L ) LE n _ n • � j � (� Job Name ._- t- FC G y S yr .. 1 ZO ?Y SAN (0 p F \It 6. owN L. b L { ) 0 F i2 tom.) /ZDPGF ` / Ft fir' ry'SF /�' -� 07o 1- 41) ( #4 I2.() ?LF ��i� z pc F- z_a t6T A L - ul_. (ssurx�,�T 12e? {- t - I F-=& y ZS POGGEMEYER DESIGN GROUP, INC. Consulting Engineers Made By: JLH Date: 2/26/01 Job No.: 00095 Checked by: Date: Sheet No.: p ? Q 512 6th Street South, Suite 202 KGrktand, WA 98034 r (425) 827 -5995 Fax (425) 828 -4850 Descrlption: Flat Slab Desi, n Job Name: FFC COMFORT SUITE ,4 Column Strip 520.0 0.0 728.0 Middle Strip Column Strip Middle Strip Column Strip Middle Strip WOL psi Ln it 0.0 13.3 13.7 0.0 0.0 14.7 16.3 15.0 L ft 0.0 13.3 13.7 0.0 0.0 14.7 16.3 15.0 Wu Pei Wu Per 0.0 520.0 0.0 728.0 14.7 16.3 15.0 Concrete Slab Thickness = Bar Clearance = Concrete Pc As,,,„ = 0.0018bh = End Span Mid Span Column kip 0.00 12.29 12.92 0.00 0.00 9.79 12.13 10.24 kip-ft 0.00 18.11 19.05 0.00 0.00 7.44 9.22 7.78 0.0 13.3 13.7 0.0 kip-ft 0.00 6.79 7.14 0.00 0.00 5.48 6.79 5.73 Reinforcing Bar #6 Based on Direct Design Method M = W *L2 L Moment / A, Trib = L End Span ft m kip-ft 0.00 32.34 34.01 0.00 0.00 39.17 48.53 40.95 18.0 2 4000 0.389 Interior Span Mid Span Column kip-ft 0.00 15.85 16.66 0.00 0.00 6.27 7.77 6.55 Mid Span Column kip-ft 0.00 12.29 12.92 0.00 0.00 9.79 12.13 10.24 In in psi in 0.000 0.176 0.185 0.000 0.000 0.140 0.174 0.147 Mid Span Spacing (in) 14 14 14 14 14 1 14 14 End Span kip-ft 0.00 18.11 19.05 0.00 0.00 7.44 9.22 7.78 End Span Mid Span Column As en`/R) As (in`M) 0.000 0.000 0.261 0.097 0.274 0.102 0.000 0.000 0.000 0.106 0.132 0.111 Column Spacing (in) 14 14 14 14 14 14 14 14 Interior Span Mid Span kip-ft 0.00 6.79 7.14 0.00 0.00 5.48 6.79 5.73 Column kip-ft 0.00 15.85 18.66 0.00 0.00 6.27 7.77 8.55 Interior Span Mid Span Column As pn`nt) As (in`/ft) 0.000 0.078 0.097 0.082 Mid Span Sparing (in) 0.000 0.228 0.240 0.000 Interior Span 14 14 14 14 14 14 14 14 0.000 0.090 0.111 0.094 Column Spacing (in) 14 14 14 14 14 14 14 14 POGGEMEYER DESIGN GROUP, INC. Consulting Engineers Made By: JLH Date: 2/26/01 Job No.: 00095 Checked by: Date: Sheet No.: d 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Flat Slab Design Job Name: FFC COMFORT SUITE Based on Direct Design Method M = W„'L2 2/8 Moment / A, Trib = L End Span Wm Wu W l . r , M Mid Span Column psf psf l psf ft kip-ft kip-ft kip-ft Column 0.0 0.00 0.00 0.00 Strip 520.0 0.0 728.0 13.3 32.34 12.29 18.11 13.7 34.01 12.92 19.05 0.0 0.00 0.00 0.00 Middle Strip Column Strip Middle Strip Column Strip Middle Strip 0.0 520.0 0.0 728.0 14.7 16.3 15.0 L R 0.0 13.3 13.7 0.0 0.0 14.7 16.3 15.0 Ln ft 0.0 13.3 13.7 0.0 0.0 14.7 16.3 15.0 End Span Mid Span Column kip-ft kip-ft 0.00 12.29 12.92 0.00 0.00 9.79 12.13 10.24 Concrete Slab Thickness = Bar Clearance = Concrete fc = As„ =0.0018bh 0.00 18.11 19.05 0.00 0.00 7.44 9.22 7.78 0.00 6.79 7.14 0.00 0.00 5.48 6.79 5.73 Reinforcing Bar #6 0.00 39.17 48.53 40.95 Interior Span Mid Span Column kip-ft kip-ft 18.0 in 4 in 4000 psi 0.389 In 0.00 15.85 16.66 0.00 0.00 6.27 7.77 6.55 0.00 9.79 12.13 10.24 End Span Mid Span Column As (Intl) As (in`M) 0.000 0.203 0.213 0.000 0.000 0.161 0.200 0.169 14 14 14 14 14 14 14 14 End Span 0.00 7.44 9.22 7.78 0.000 0.300 0.316 0.000 0.000 0.122 0.152 0.128 Mid Span Column Spacing (in) Spacing (in) 14 14 14 14 14 14 14 14 Interior Span Mid Span Column kip-ft kip-ft 0.00 6.79 7.14 0.00 0.00 5.48 6.79 5.73 0.000 0.111 0.117 0.000 0.000 0.090 0.111 0.094 14 14 14 14 14 14 14 14 0.00 15.85 16.66 0.00 0.00 6.27 7.77 6.55 0.000 0.262 0.276 0.000 0.000 0.103 0.128 0.107 Interior Span 14 14 14 14 14 14 14 14 Interior Span I Mid Span Column As (in`M) As (in`M) Mid Span Column Spacing (in) Spacing (in) POGGEMEYER DESIGN GROUP, INC. Consulting Engineers Made By: JLH Date: 2126ro1 Job No.: o oG_; Checked by: Date: Sheet No.: t?,) 512 8th Street South, Suite 202 KGrkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Fiat Slab Desig Job Name: FFC COMFORT SUITE Column Strip Wo1 psi Column Strip 385.0 0.0 539.0 L„ ft Wu Mid Span kip-ft Concrete Slab Thickness = Bar Clearance = Concrete tc = As„, = 0.0018bh = End S • an Wu psi Column kip-ft Based on Direct Design Method M = W„'L /8 Moment / A, Trib = L End Span ft 0.0 11.1 8.8 0.0 Mid Span kip-ft Column 0.0 0.00 0.00 0.00 Strip 11.1 6.31 9.30 3.49 8.8 3.92 5.78 2.17 0.0 0.00 0.00 0.00 Reinforcing Bar M kip-ft 0.00 16.60 10.32 0.00 Interior S • an 15.0 In 4 in 4000 psi 0.324 In Column kip-ft 0.00 8.14 5.06 0.00 Mid Span Column kip-ft kip-ft 0.00 6.31 3.92 0.00 End S • an Mid Span Column As (in`/ft) As (In`M) 0.000 0.000 0.133 0.197 0.082 0.122 0.000 0.000 Mid Span Column Spacing (in) Spacing (in) 16 16 16 16 End Span 0.00 9.30 5.78 0.00 16 16 16 16 Interior Span Mid Span Column kip-ft • 0.00 3.49 2.17 0.00 kip-ft 0.00 8.14 5.06 0.00 Middle 0.0 0.00 0.00 0.00 0.00 0.00 Strip 385.0 0.0 539.0 13.0 22.77 5.69 4.33 3.19 3.64 13.0 22.77 5.69 4.33 3.19 3.64 0.0 0.00 0.00 0.00 0.00 0.00 Interior S • an Mid Span As (in`M) 0.000 0.073 0.045 0.000 Interior Span 16 16 16 16 Column As (in`M) 0.000 0.172 0.107 0.000 Middle 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 Strip 13.0 5.69 4.33 3.19 3.64 0.120 0.091 0.067 0.077 13.0 5.69 4.33 3.19 3.64 0.120 0.091 0.067 0.077 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 Mid Span Column Spacing (in) Spacing (in) 16 16 16 16 #6 Middle 0.0 16 16 16 16 Strip 13.0 16 16 16 16 13.0 16 16 16 16 0.0 16 16 16 16 POGGEMEYER DESIGN GROUP, INC. Consulting Engineers Made By: JL4-■ Date: 2/26/01 Job No.: GGv =ri Checked by: Date: Sheet No.: FA L. 512 6th Street South, Suite 202 IGrkiand, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Flat Slab Design Job Name: FFC COMFORT SUITE Based on Direct Design Method M = W„'L /8 Moment / A, Trib = L End Span MIL Wu I W„ I 1 -n M Mid Span Column psi psi psi f ft kip-ft kip-ft kip-ft Column 0.0 0.00 0.00 0.00 Strip 385.0 0.0 539.0 11.1 16.60 6.31 9.30 8.8 10.32 3.92 5.78 0.0 0.00 0.00 0.00 Middle 0.0 0.00 0.00 0.00 0.00 0.00 Strip 385.0 0.0 539.0 13.0 22.77 5.69 4.33 3.19 3.64 13.0 22.77 5.69 4.33 3.19 3.84 0.0 0.00 0.00 0.00 0.00 0.00 Column Strip Column Strip Ln ft 0.0 11.1 8.8 0.0 In ft 0.0 11.1 8.8 0.0 Middle 0.0 Strip 13.0 13.0 0.0 Mid Span kip-ft 0.00 6.31 3.92 0.00 Concrete Slab Thickness = Bar Clearance = Concrete Pc = As = 0.0018bh = End Sean Column kip-ft 0.00 9.30 5.78 0.00 Reinforcing Bar # 6 Interior S an Mid Span kip 0.00 3.49 2.17 0.00 15.0 In 2 in 4000 psi 0.324 In End Sean Mid Span Column As (in9ft) As (in`IR) Column kip-ft 0.00 8.14 5.06 0.00 0.000 0.112 0.069 0.000 End Span Mid Span Column Spacing (in) Spacing (in) Interior Span I Mid Span Column kip kip-ft 0.00 3.49 2.17 0.00 0.00 8.14 5.06 0.00 Interior Span Mid Span Column As (in` 11) As (in`/ft) 0.000 0.000 0.000 0.165 0.062 0.144 0.102 0.038 0.089 0.000 0.000 0.000 Middle 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 Strip 13.0 5.69 4.33 3.19 3.64 0.101 0.077 0.056 0.064 13.0 5.69 4.33 3.19 3.64 0.101 0.077 0.056 0.064 0.0 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.000 Interior Span Mid Span Column Spacing (in) Spacing (in) 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 8227- 5 Fax (425) 828 -4850 Made by t,i. ;, O tr,,,/ ' ./G ' •;r 'nit) Job N o . / t /� lJ 5 Checked by - Date' Sheet No. 'F3 Description �` • `'t Job ! 3jt flg ! c.J l r . &_.2. :4 p. X 1._t_.-= �t pt.. ;; 1 z fp L41,!-. = 1.4 (3D ?SO( +Ft) l % f OO 5F j�l �� 1 1414 4ta .2/ P.Zi eg_ 6, 2/2 Pa,/ 6a- , zz1tu1,G /),A 4 POGGEMEYER DESIGN GROUP, INC Consulting Engineers Made By: JLH Date: 219/01 Job No.: 00095 Checked by Date: Sheet No.: F3 cJ 512 8th Street South, Suite 202 IGrkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: ONE WAY SLAB Job Name: FFC COMFORT SUITES ANALYSIS ill 4 b b= h= Bar Clearance = Mu = 2.65 K -ft fc = 4000 psi Assr•cd = 0.09 in As„ n 0.22 In = 0.0018bh USE: I #5 OK! Ig = lcr Mcr 12.00 in 10.00 in 3.00 in 1000.0 in 80.6 in 1.98 K -ft leff = 462.0 in h POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date o2./6 ,/O1 Job No. OU!„ 5 Checked by Date Sheet No. _ F3 S Description—, f Job Nam ./3 U I d U "--L. t :.3 J _ = 3 4 33. ( () e_ r% F�' r t,c `,r 4B; (J L = (6,15 - Co 281.1 01 LATE. -- R L = O.Zi r lt'ez ,. s - • ,I 4- /44 Rig 048 W1/61. - Peg .56 s e a. - PORT ° /8 A x -D e7Jo PRE s fists o2. k6 1 '6 t4 -Ft De L��� f J� /OK 07/1-77G 0Mi),2 (4i) � &Grrr 1,, a (.SS (a..)` TRH Z)1 R -7 ^" A /921,44) 2( -rito = I ° 3 IictoP ,r I e. 8 s K r/ 9 Mk / / 1 i�j 14 Cap / . L r. Zlr(6) rer's / 386 ' JZLLbt J /NL1 PAL4c) 1'/ UDC— 4 �{�)Z1'.E!t C T� A-V 4 �•�' ( =0� -- ! j ` From CRSI Tables MA MI phi M phi P phi M 0 685 0 940 1232 1804 1803 1995 1824 1980 700 600 O. 500 a '400 t 300 200 100 0 685 622 511 413 256 102 0 940 1232 1804 1803 1995 1824 1980 phi P 685 685 622 511 413 256 102 0 0 20 40 60 80 100 120 Phi M (kip -ft) phi M phi P 0 685 78 685 103 134 150 166 152 165 18" ROUND PILE (8) #8 'From CRSI Handbook 140 Changed to Kip-Ft MA MI 622 511 413 256 102 0 Iw1IN11111u111111111I1111111 11N111111111 �''''� 11111IIIr11111111I 1 11�11111�1111111t1�..1. _�� 1 IIw11111N111111111u1111r. i111111111 INIINIIIIIN11111I11111111111h111i :11111111 Iatui11111r11111111111111111111N11ei1111 Irlirllllirl111111111111111111i1111u111 ImIIN11111 =I1111111111111111N11!i11111 160 180 phi M 0 78 103 134 150 166 152 165 Minor Axis phi P 685 885 622 511 413 256 102 0 w 4 V DESCRIPTION P/T SLAB STRUCTURAL CALCULATIONS FOR FAMILYFUN CENTER COMFOR T SUITES HOTEL ■ TUKWILA, WASHINGTON POGGEMEYER DESIGN GROUP, INC. NW DIVISION MARCH 8, 2001 PDG #00095 VOLUME II MAR 3 0 2001 - 1 4 R REID M101):.Et ►: "— ~'SI ONAL E xPIRE sOCTO0ii74 D1 /A POGGE %1EYER C.)ESfr=r•J G,TCi Jr' CC'J;ULrCJ 3 ENG ;EEP> PAGES 1 THROUGH 284 MAR 2 6 e. . l i uggtrrnc'1 Dc•ii<Jn 512 Sixth Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax (425) 828 -4850 t141. k M AN'. IN l .. � a 1 � i . 11111111!1 ',E. =ono 0 ®F! -M`-Mi r1=1:01=1 0 C-Ssid I+ 7- POGGEID;iYER DESIGN GROUP =Et= itlIRINIZOI w OM MP w OM le ONYII wIMMEN IMO NO MO POST- TENSON PLAN FAMILY FUN C N1 R COMFORT SIZES HOTEL TUKWILA WA MIN NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.08 Date: 1131/01 Time: 2:21:47 PM File: RUN 1 AT GRID 21 1 PROJECT TITLE COMFORT SUITES HOTEL 1.1 DESIGN STRIP FAMILY FUN CENTER, COMFORT SUITES HOTEL, TUKWILA WASHINGTON 2 - MEMBER ELEVATION fft) 19.73 O 18 1800 19.75 • 3 - TOP REBAR 3.1 User selectee! 32 User selected 3.3 ADAPT selected 3.4 ADAPT selected 4 - TENDON PROFILE 0 'r0 Quint= . 486X1ov • 318111 1 0 worm T . �.. 4.2 Datum Line 4.3 CGS Distance (in) 500 2.25 a 5x850 400 a Saa.50 400 e.n830 223 5 00 4.5 Forge (n1 .a kwl (321.610•1 (]21.8 W (]21.8 east 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected _ -, 5.3 ADAPT selected 5.4 ADAPT selected 6 - REQUIRED & PROVIDED BARS 8.1 Top Bars MaX tat 2.16 2.16 1.69 2. U provided I. 0 ° 6.2 Bottom Bars ace o.00 o 0o o.00 7 - PUNCHING SHEAR I ; OK- Acceptable NG-No Good *snot applicable or not performed i i i 7.1 Stress Ratio ! .61 ! .41 ! .24 ! .41 i i i i , 7.2 Status ' OK ' OK ' OK ' OK 8 - LEGEND --4 Stressing End -t Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI t, a 5 ksi f, a 60 ksi (longitudinal) f„ a 66.72 ksi (shear) f a 270 ksi 9.2 Reber Cover: Tops: 1 in Bottom a 1 in Reber Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: % a .8 f 9.4 Strand Area a .153 In 10 - DESIGNER'S NOTES 4 ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST- TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support8AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Jan 31,2001 At Time: 14:21 PROJECT FILE: RUN 1 AT GRID 21 P R O J E C T T I T L E : COMFORT SUITES HOTEL FAMILY FUN CENTER, COMFORT SUITES HOTEL, TUKWILA WASHINGTON 1 -USER SPECIFIED GENERAL DESIGN PARAMETERS — fly - nsa- nfl - --- CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi CREEP factor for deflections for BEAMS /SLABS CONCRETE WEIGHT SELF WEIGHT COMPRESSION STRESS limits (multiple of At all locations TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom for COLUMNS 3605.00 ksi (f'c)) REINFORCEMENT: YIELD Strength Minimum Cover at TOP Minimum Cover at BOTTOM POST- TENSIONING: SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR Min CGS of tendon from BOTTOM for EXTERIOR Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths spans.. spans.. ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME).... Moments REDUCED to face of support 2.00 NORMAL 149.82 pcf 6.000 6.000 .450 60.00 ksi 1.00 in 1.00 in UNBONDED 270.00 ksi 175.00 ksi .153 in ^2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TWO -WAY YES nano« ==.111.!aonMO Z I W 00 W CO CO MI LL W 0 LL Q N U � • N W W LL r koa - 11 .1 .. O Z .e as Page 2 Limited plastification allowed(moments redistributed) YES 2 - I N P U T G E O M E T R Y s FI I P 01 1 A RI LENGTHI WIDTH N MI ft I in -1 3 - - - -4 5 1 1 19.75 159.00 2 1 16.00 159.00 3 1 16.00 159.00 4 1 19.75 159.00 LEGEND: 1 - SPAN C - Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS LEGEND: DROP CAP DIMENSIONS: CAPT - Total depth of cap CAPE - Transverse Width CAPDL - Extension left of joint CAPDR - Extension right of joint 2.2 - S U P P O R T W I D T H SUPPORT < LOWER COLUMN WIDTH LENGTH B(DIA) D (RUN 1 AT GRID 21) ADAPT -PT V- 6.08 ACI I TOP IBOTTOM /MIDDLEI I I FLANGE I FLANGE I REF I MULTIPLIER DEPTHI width thick.I width thick.IHEIGHTI left right in I in in I in in I in I 6 7 8 9 10 - - - -11 12- - - -13- 10.00 10.00 .50 .50 10.00 10.00 .50 .50 10.00 10.00 .50 .50 10.00 10.00 .50 .50 3 - FORM 1 - Rectangular section 2 - T or Inverted L section 3 - I section 4 - Extended T or L section 7 - Joist 8 - Waffle 11 - Top surface to reference line 2.1.5 - D R O P C A P A N D D R O P P A N E L D A T A CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPS DROPL DROPR JOINT in in in in in in in in in - - 1 2 3 4 5 6 7 8 9 10 1 .00 .00 .00 .00 .00 .00 .00 .00 .00 2 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 .00 .00 .00 .00 .00 .00 .00 .00 .00 DROP PANEL DIMENSIONS: DROPTL - Total depth left of joint DROPTR - Total depth right of joint DROPB - Transverse Width DROPL - Extension left of joint DROPR - Extension right of joint A N D C O L U M N D A T A CBC* UPPER COLUMN > LENGTH B(DIA) D CBC* QQ ' � JU 0 0 V) 0 JF WD g W Z O LU W U 0- CI t W W F U U.. 0 W OF O I fa 1 . �.a Page 3 JOINT in ft in in ft in in -1 2 3 4 5 6 7 8 9--- -10 - -- 1 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 2 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 3 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 4 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 5 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 'THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) - 1 Hinged at near end, fixed at far end - 2 Fixed at near end, hinged at far end - 3 Fixed at near end, roller with rotational fixity at far end a 4 3 - I N P U T A P P L I E D L O A D I N G (RUN 1 AT GRID 21) ADAPT -PT V- 6.08 ACI TYPE > D DEAD LOAD U - UNIFORM P - PARTIAL UNIFORM L - LIVE LOAD C - CONCENTRATED M - APPLIED MOMENT Li- LINE LOAD SW- SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W - 149.8 pcf Intensity ( From ... To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k /ft "2 ( ft ft ) (k -ft or k ...ft) k /ft -1 2 3 4 5 6 7 8 9 1 L U .160 .00 17.75 2.120 1 L U .160 17.75 19.75 2.120 1 D U .119 .00 17.75 1.577 1 D U .119 17.75 19.75 1.577 1 SW P .00 17.75 1.654 1 SW P 17.75 19.75 2.553 2 L U .160 .00 2.00 2.120 2 L U .160 2.00 14.00 2.120 2 L U .160 14.00 16.00 2.120 2 D U .119 .00 2.00 1.577 2 D U .119 2.00 14.00 1.577 2 D U .119 14.00 16.00 1.577 2 SW P .00 2.00 2.553 2 SW P 2.00 14.00 1.654 2 SW P 14.00 16.00 2.553 3 L U .160 .00 2.00 2.120 3 L U .160 2.00 14.00 2.120 3 L U .160 14.00 16.00 2.120 3 D U .119 .00 2.00 1.577 3 D U .119 2.00 14.00 1.577 3 D U .119 14.00 16.00 1.577 3 SW P .00 2.00 2.553 3 SW P 2.00 14.00 1.654 3 SW P 14.00 16.00 2.553 Page 4 (RUN 1 AT GRID 21) ADAPT -PT V- 6.08 ACI 4 L U .160 .00 2.00 2.120 4 L U .160 2.00 19.75 2.120 4 D U .119 .00 2.00 1.577 4 0 U .119 2.00 19.75 1.577 4 SW P .00 2.00 2.553 4 SW P 2.00 19.75 1.654 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING ••••a•.r•:w•a••••••s •••••••nfa•aasa : raaa••••-aea•:•za•a UNIFORM (k /ft ^2), ( CON. or PART. ) ( MOMENT ) SPAN CLASS TYPE LINE(k /ft) ( k€ft or ft -ft ) ( k -ft @ ft ) - 1 2 3 4 5 6 7 8 1 L U .160 1 D U .119 2 L U .160 2 D U .119 3 L U .160 3 D U .119 4 L U .160 4 D U .119 NOTE: SELFWEIGHT INCLUSION REQUIRED 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A■ cross - sectional geometry Yt• centroidal distance to top fiber I- gross moment of inertia Yb■ centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) inA2 1'04 in in 2 3 4 5 SPAN 1 1 1590.00 .1325E405 5.00 5.00 2 2454.00 .1463E +06 18.07 9.93 SPAN 2 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 3 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E+06 18.07 9.93 SPAN 4 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 ti ■I Page 5 (RUN 1 AT GRID 21) ADAPT -PT V- 6.08 ACI 5 - D E A D LOAD M O M E N T S, S H E A R S & R E A C T I O N S s:Wsssssas : samcassas V.= sazsssassssa1Wsass:z3ssa < 5.1 SPAN M 0 M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) - -1 2 3 4 5 6 1 -30.47 64.59 - 157.22 -25.58 40.03 2 - 141.76 11.40 -45.82 -33.64 21.65 3 -45.82 11.40 - 141.76 -21.65 33.64 4 - 157.22 64.59 -30.48 -40.03 25.58 Note: * ■ Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -ft) -> - -1 2 Lower columns - -- -Upper columns 1 25.58 -30.47 .00 2 73.67 15.46 .00 3 43.30 .00 .00 4 73.67 -15.46 .00 5 25.58 30.48 .00 6 - L I V E L O A D MOMENTS, SHEARS t REACT ION S 11110aaa s a N IOM p wI saassaarares ss iaMsasaaa sa a r a a Ma as sa s a R S aM sM:a as ss: sass a as sr aIO ss o < -- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> < left' > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> SPAN max min max min max min left right -1 2 3 4 5 6 7 8 9 -- 1 -19.99 -19.99 42.38 42.38 - 101.99 - 101.99 -16.78 25.09 2 -91.85 -91.85 7.47 7.47 -28.90 -28.90 -20.89 13.03 3 -28.90 -28.90 7.47 7.47 -91.84 -91.84 -13.03 20.89 4 - 101.99 - 101.99 42.38 42.38 -19.99 -19.99 -25.09 16.78 Note: * ■ Centerline moments <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -ft) > < - -- LOWER COLUMN - --> < - -- UPPER COLUMN > JOINT max min max min max min - -1 2 3 4 5 6 7 - - -- 1 16.78 .00 .00 -19.99 .00 .00 2 45.98 .00 10.14 .00 .00 .00 3 26.05 .00 .00 .00 .00 .00 4 45.98 .00 .00 -10.14 .00 .00 5 16.78 .00 19.99 .00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- MOMENTS REDUCED TO FACE -OF- SUPPORT a= aas.3:smsmss3:asmas= asaa.3s.s ass= 3sssm.1.sfi3 ass m ..sssscssmssa 7.1 R E D U C E D DEAD LOAD MOMENTS (k -f t) hi ;4 Page 6 SPAN <- left* -> <- midspan -> <- right* -> - 1 2 3 4 1 -12.20 64.59 - 128.33 2 - 117.67 11.40 -30.75 3 -30.75 11.40 - 117.67 4 - 128.33 64.59 -12.20 Note: * - face -of- support 7.2 REDUCED LIVE LOAD MOMENTS (k -f t) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 -8.00 -8.00 42.38 42.38 -83.75 -83.75 2 -76.78 -76.78 7.47 7.47 -19.73 -19.73 3 -19.73 -19.73 7.47 7.47 -76.77 -76.77 4 -83.75 -83.75 42.38 42.38 -8.00 -8.00 Note: * - face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -f t) -- -a -- -n -- --ate- ----- -- - - - --- Maxima of dead load and live load span moments combined for serviceability checks ( 1.0ODL + 1.00LL ) (RUN 1 AT GRID 21) ADAPT -PT V- 6.08 ACI < left* > < - - -- midspan - - - -> < right* > SPAN Max min Max min Max min - 1 2 3 4 5 6 7 1 -20.20 -20.20 106.97 106.97 - 212.08 - 212.08 2 - 194.44 - 194.44 18.87 18.87 -50.47 -50.47 3 -50.47 -50.47 18.87 18.87 - 194.43 - 194.43 4 - 212.08 - 212.08 106.97 106.97 -20.20 -20.20 Note: * ■ face -of- support 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES - a--- °------ °--- -a.- -mm 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 - simple parabola with straight portion over support 3 - harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola U 07 • LU • W WO U. Q cl tu N � W O • N WW L O W z p Rio is Page 7 3 = harped tendon 9.2 T E N D O N P R O F I L E TYPE X1 /L X2 /L X3 /L A/L 1 2 3 4 5 1 2 .100 .500 .100 .000 2 2 .100 .500 .100 .000 3 2 .100 .500 .100 .000 4 2 .100 .500 .100 .000 9.3 - SELECTED POST- TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION < SELECTED VALUES > <- CALCULATED VALUES -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal SPAN (k / -) Left Center Right (psi) (k / - - 1 2 3 4 5 6 7 1 321.600 5.00 2.25 6.50 202.26 2.405 2 321.600 6.50 4.00 6.50 202.26 2.617 3 321.600 6.50 4.00 6.50 202.26 2.617 4 321.600 6.50 2.25 5.00 202.26 2.405 Approximate weight of strand 503.6 LB 9.5 REQUIRED MINIMUM POST- TENSION I NG FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A - SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT -1 2 3 4 5 6 7 - -- 1 .00 45.94 .00 198.75 198.75 306.75 2 .00 .00 .00 306.75 198.75 306.75 3 .00 .00 .00 306.75 198.75 306.75 4 .00 45.94 .00 306.75 198.75 198.75 Note: * = face -of- support 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) LEFT* CENTER R I G H T * SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM - 1 2 3 4 5 6 7 - -- 1 - 178.56 - 225.97 - 468.04 63.52 - 127.87 - 136.83 2 - 136.24 - 121.60 - 214.34 - 190.18 - 224.31 38.68 3 - 224.31 38.68 - 214.35 - 190.18 - 136.25 - 121.60 4 - 127.87 - 136.84 - 468.04 63.52 - 178.57 - 225.96 Note: * = face -of- support (RUN 1 AT GRID 21) ADAPT -PT V- 6.08 ACI 9.7 POST- TENSIONING B A L A N C E D M O M E N T S , SHEARS 5 REACTIONS V Page 8 <--SPAN MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) - -1 2 3 4 5 6 1 14.97 -48.27 208.17 -1.15 -1.15 2 200.83 -16.20 165.00 2.47 2.47 3 165.00 -16.20 200.83 -2.47 -2.47 4 208.17 -48.27 14.97 1.14 1.14 Note: * - face -of- support <-- REACTIONS (k )- -> < -- COLUMN MOMENTS (k -ft) - -> - joint 2 Lower columns Upper columns 1 1.146 14.108 .000 2 -3.617 -6.372 .000 3 4.942 .000 .000 4 -3.616 6.369 .000 5 1.145 - 14.108 .000 10 -FACTORED MOMENTS 4 REACTIONS ....Q.. -WMM-- ,.ice --=11 :.le--..- Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -f t) (RUN 1 AT GRID 21) ADAPT -PT V- 6.08 ACI left' > < - - -- midspan - - - -> < right' > SPAN Max min ma min max min -1 2 3 4 5 6 7 1 -16.43 -16.43 187.89 187.89 - 287.06 - 287.06 2 - 266.94 - 266.94 39.25 39.25 -84.07 -84.07 3 -84.08 -84.08 39.24 39.24 - - 266.96 - 266.96 4 - 287.08 - 287.08 187.89 187.89 -16.44 -16.44 Note: * - face -of- support 10.2 SECONDARY MOMENTS (k -f t) SPAN < -- left* - -> <- midspan -> < -- right* - -> - 1 2 3 4 1 14.97 25.43 35.88 2 28.52 10.60 -7.31 3 -7.33 10.58 28.50 4 35.87 25.42 14.97 Note: * - face -of- support JOINT 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -f t) (k) < -- LOWER column - -> < -- UPPER column - -> max min max min max min 4 Page 9 (RUN 1 AT GRID 21) ADAPT -PT V- 6.08 ACS -1 2 3 4 5 6 7 1 65.48 36.96 -28.56 -62.54 .00 .00 2 177.69 99.52 32.51 15.27 .00 .00 3 109.85 65.56 .00 .00 .00 .00 4 177.69 99.52 -15.27 -32.51 .00 .00 5 65.48 36.96 62.54 28.56 .00 .00 11 - M I L D S T E E L -- f-- -f -f-- Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments 11.1 TOTAL WEIGHT OF REBAR - 417.6 lb AVERAGE - .4 psf 11.2.1 S T E E L A T M I D- S P A N T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in "2) < - --ULT TENS > (inA2) < - - -ULT TENS > - -1 2 3 4 5 6 7 8 9 - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 11.3.1 S T E E L A T S U P P O R T S T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in "2) < -- -ULT MIN > (in^2) < - - -ULT MIN > - -1 2 3 4 5 6 7 8 9 - -- 1 1.78 ( .00 1.78 .00) .00 ( .00 .00 .00) 2 2.94 ( 2.94 1.78 .00) .00 ( .00 .00 .00) 3 1.44 ( .00 1.44 .00) .00 ( .00 .00 .00) 4 2.94 ( 2.94 1.78 .00) .00 ( .00 .00 .00) 5 1.78 ( .00 1.78 .00) .00 ( .00 .00 .00) 11 - M I L D S T E E L -lif-- ===MMasv -ate fl i- i---- n--- 1110--- aa-i- iialll -- 14101{- O-- i.==== =l-if-M Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments 11.5 TOTAL WEIGHT OF REBAR - 345.5 lb :-- --aln. AVERAGE = .4 psf 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) REDISTRIBUTION < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> COEFFICIENT(%) 2 I 00 y 0 W � J W o LL N � F Q o N F WW F PF .. Page 10 (RUN 1 AT GRID 21) SPAN max min max min max min left right - 1 2 3 4 5 6 7 8 9 1 -14.98 -14.98 207.06 207.06 - 250.18 - 250.18 .00 10.75 2 - 260.55 - 260.55 51.18 51.18 -66.61 -66.61 10.75 14.74 3 -66.61 -66.61 51.17 51.17 - 260.57 - 260.57 14.74 10.74 4 - 250.20 - 250.20 207.05 207.05 -14.98 -14.98 10.74 .00 Note: * - face -of- support 11.7.1 REDI STRI BUTED STEEL AT MI D -S PAN T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in "2) < - - -ULT TENS > (in "2) < - - -ULT TENS > -1 2 3- 4 5 6 7 8 9 - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 11.8.1 REDI STRI BUTED STEEL AT SUP PORT S T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in ^2) < - - -ULT MIN > (in ^2) < - - -ULT MIN > - -1 2 3 4 5 6 7 8 9 - -- 1 1.78 ( .00 1.78 .00) .00 ( .00 .00 .00) 2 2.18 ( 2.18 1.78 .00) .00 ( .00 .00 .00) 3 1.44 ( .00 1.44 .00) .00 ( .00 .00 .00) 4 2.18 ( 2.18 1.78 .00) .00 ( .00 .00 .00) 5 1.78 ( .00 1.78 .00) .00 ( .00 .00 .00) 11.2.2 i 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH (ftj AREA (in ^21 - 1 - - - -2 3 4 - - - -5 6 7 1 1 T 5 N 6 x 7'0" 2.20 1 2 T 5 M 6 x 12'0" 2.20 2 3 T 4 4 6 x 10'0" 1.76 3 4 T 5 N 6 x 12'0" 2.20 4 5 T 5 0 6 x 7'0" 2.20 Notes: Bar location - T = Top, B - Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 STEEL DISPOSITION - TOP BARS I TOP. STEEL 1 SPAN I ID LOCATION 1 NUM BAR LENGTH Mil - - 1-- - -I - -2 3 1--- 4 - - - -5 6 1 ADAPT -PT V- 6.08 ACI ; I Page 11 1 1 2 2 3 3 4 4 11.5.2 1 LEFT 2 RIGHT 2 LEFT 3 RIGHT 3 LEFT 4 RIGHT 4 LEFT 5 RIGHT fss=fft==CSaf=as=tan (RUN 1 AT GRID 21) ADAPT -PT V- 6.08 ACI 5 0 6x 7'0" 50 6x 6'0" 5 0 6 x 6'0" 4 0 6 x 5'0" 4 0 6 x 5'0" 5 0 6 x 6'0" 5 0 6 x 6'0" 5 0 6x 7'0" STEEL DISPOSITION - BOTTOM BARS BOTTOM STEEL SPAN I ID LOCATION I NUM BAR LENGTH (ft)( 1-- - -I --2 3 I -- 4 - - - - 5 6 12 - P U N C H I N G SHEAR C H E C K f ff=sfaafaa af=aa=a=faf=f==f f LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION 01 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION 02 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> shear moment due to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 8 9 10- 1 2 65.48 62.54 116.62 30.84 147.45 240.42 .61 1 2 1 177.69 32.51 90.96 4.21 95.16 233.28 .41 2 3 1 109.85 .00 56.23 .00 56.23 233.28 .24 2 4 1 177.69 32.51 90.96 4.21 95.16 233.28 .41 2 5 2 65.48 62.54 116.61 30.84 147.45 240.42 .61 1 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY 13 -MAXIMUM SPAN DE FLECT IONS issaatSafasaaaass =asfa=Caf as :asa =aaaaaaf=s Concrete's modulus of elasticity Ec = 4030.50 ksi Creep factor K a 2.00 Ieffective /Igross...(due to cracking) K = 1.00 Page 12 Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL+PT +CREEP LL DL +PT +LL +CREEP -1 2 3 4 5 6 1 .07 .03 .08( 2940) .04( 5549) .12( 1922) 2 -.01 .00 - .01(16481) - .01(36450) - .02(11349) 3 -.01 .00 - .01(22376) - .01(26838) - .02(12202) 4 .07 .03 .08( 3149) .04( 5362) .12( 1983) (RUN 1 AT GRID 21) ADAPT -PT V- 6.08 ACI ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 6.08 Date: 218101 Time: 7:36:30 AM File: RUN 2 AT GRID 18 1 PROJECT TITLE COMFORT SUITES HOTEL, TUKWILA WASHINGTON 1.1 DESIGN STRIP RUN 2 AT GRID 18 2 - MEMBER ELEVATION O O O (it] 24 1450 12 1923 - , 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 0 4- TENDON PROFILE 4e•exlrr 44I8X 0' 44,6x11'6- _ Q <M TV • 4.2 Datum Une 4.3 CAS Distance (1 4.5 Force (321. ■dpsl 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected • (3216 av+l , ", .' (321.8 p0+1 1 6 In441 8 - REQUIRED & PROVIDED BARS 8.1 Top Bars mi 223 223 1 n In �l 2 provided 1 o. 1111 III 6.2 Bottom Bars o m ax o00 ow ow ow 7 PUNCHING SHEAR - ; OK- Acceptable ; i NG•No Good ' -not applicable or not performed i i I i i i i i 7.1 Stress Ratio : ' .22 ' .34 .22 •. .23 ■ 7.2 Status ' OK ' OK ' OK ' OK 8 -4 Stressing End -i Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI f - 5 ksi f„ at 60 ksi (longitudinal) f„ - 66.72 ksi (shear) f - 270 ksi 9.2 Reber Cover: Top - 1 in Bottom - 1 In Reber Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: t .8 f 9.4 Strand Area - .153 in` 10 - DESIGNER'S NOTES 41 .1 r /S DATE AND TIME OF PROGRAM EXECUTION: Feb 8,2001 At Time: 7:36 PROJECT FILE: RUN 2 AT GRID 18 P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 2 AT GRID 18 1 -USER SPECIFIED GENERAL DE S IGN PARAMETERS =s =mai a====63 : =a:= ========= S =a C =cc 3ms =aaa a ^=a la s =aa an s= =====a =a m as =m aa= s: s == CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS for COLUMNS MODULUS OF ELASTICITY for BEAMS /SLABS for COLUMNS CREEP factor for deflections for BEAMS /SLABS CONCRETE WEIGHT SELF WEIGHT ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com POST - TENSIONING: ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 5000.00 psi 4000.00 psi 4030.50 ksi 3605.00 ksi 2.00 NORMAL 149.82 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in Page 2 (RUN 2 AT GRID 18) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y s==========saa =assaaasssu =a ass=== a=a aaasaa======= = =aaaass == = = =s= = = =a = = = ===== = == S P A N 1 1 2 3 4 Fl 01 I RI LENGTH! WIDTH MI ft I in 3 - - - -4 5 1 24.75 159.00 1 14.50 159.00 1 12.83 159.00 1 19.25 159.00 LEGEND: 1 - SPAN C = Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 inA2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TWO -WAY YES YES I TOP IBOTTOM /MIDDLEI I I FLANGE I FLANGE I REF I MULTIPLIER DEPTHI width thick.) width thick.IHEIGHTI left right in I in in I in in I in I 6 7 8 9 10----11-•----12- - - -13- 10.00 10.00 .50 .50 10.00 10.00 .50 .50 10.00 10.00 .50 .50 10.00 10.00 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line Page 3 (RUN 2 AT GRID 18) 2.1.5 - D R O P C A P A N D D R O P P A N E L D A T A -____ = CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR JOINT in in in in in in in in in - - 1 2 3 4 5 6 7 8 9 10- 1 28.00 48.00 .00 24.00 .00 .00 .00 .00 .00 2 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 28.00 48.00 24.00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPB = Transverse Width CAPDL = Extension left of joint CAPDR Extension right of joint 2.2 - S U P P O R T W I D T H DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR == Total depth right of joint DROPB = Transverse Width DROPL = Extension left of joint DROPR - Extension right of joint A N D C O L U M N D A T A SUPPORT < LOWER COLUMN > < WIDTH LENGTH B(DIA) D CBC* JOINT in ft in in - -1 2 3 4 5 6 7 8 1 18.00 15.00 18.00 .00 (1) .00 .00 2 18.00 15.00 18.00 .00 (1) .00 .00 3 18.00 15.00 18.00 .00 (1) .00 .00 4 18.00 15.00 18.00 .00 (1) .00 .00 5 18.00 15.00 18.00 .00 (1) .00 .00 UPPER COLUMN > LENGTH B(DIA) D CBC* ft in in *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 ADAPT -PT V- 6.08 ACI 9 --- -10 - -- . 00 (1) .00 (1) . 00 (1) .00 (1) .00 (1) Page 4 (RUN 2 AT GRID 18) ADAPT -PT V- 6.08 ACI Z 3 - I N P U T A P P L I E D L O A D I N G LU <--- CLASS - - -> < TYPE > D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM U L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT N 0 Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 149.8 pcf Ow W Intensity ( From ... To ) ( M or C ...At) Total on Trib 12 SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft Q -1 2 3 4 5 6 7 8 9 N3 d 1 L U .100 .00 2.00 1.325 W 1 L U .100 2.00 22.75 1.325 ? 1 L U .100 22.75 24.75 1.325 O 1 D U .024 .00 2.00 .318 1 D U .024 2.00 22.75 .318 2 D 1 D U .024 22.75 24.75 .318 V 0 1 SW P .00 2.00 2.553 O N 1 SW P 2.00 22.75 1.654 H 1 SW P 22.75 24.75 2.553 1U U 2 L U .160 .00 2.00 2.120 u- p 2 L U .160 2.00 12.50 2.120 ;A Z 2 L U .160 12.50 14.50 2.120 U N 2 D U .119 .00 2.00 1.577 1 gt 2 D U .1 2.00 12.50 1.577 Z 2 D U .119 12.50 14.50 1.577 2 SW P .00 2.00 2.553 2 SW P 2.00 12.50 1.654 2 SW P 12.50 14.50 2.553 3 L U .160 .00 2.00 2.120 3 L U .160 2.00 10.83 2.120 3 L U .160 10.83 12.83 2.120 3 D U .119 .00 2.00 1.577 3 D U .119 2.00 10.83 1.577 3 D U .119 10.83 12.83 1.577 3 SW P .00 2.00 2.553 3 SW P 2.00 10.83 1.654 3 SW P 10.83 10.83 2.553 3 SW P 10.83 12.83 2.553 Page 5 SPAN 1 (RUN 2 AT GRID 18) ADAPT -PT V- 6.08 ACI 4 L U .040 .00 2.00 .530 Z 4 L U .040 2.00 17.25 .530 4 L U .040 17.25 19.25 .530 4 D U .024 .00 2.00 .318 ry iu 4 D U .024 2.00 17.25 .318 4 D U .024 17.25 19.25 .318 U 4 SW P .00 2.00 2.553 0 0 4 SW P 2.00 17.25 1.654 2 4 4 SW P 17.25 19.25 2.553 N u. w 2 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING --=--a=--=--.= =- = =- =.-- =--- ==-- = = ==- a-- a - = = == = = =-- = = == = === === = == = =amp = =v =am= u. CO o UNIFORM F W (k /ft ^2), ( CON. or PART. ) ( M O M E N T) z SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) -1 2 3 4 5 6 7 8 W 1 L U .100 n p 1 D U .024 v ua 2 L U .160 8F.. 2 D U .119 W W 3 L U .160 0 3 D U .119 0 4 L U .040 Z 4 D U .024 W NOTE: SELFWEIGHT INCLUSION REQUIRED P p O Z 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S = =as-= : ===== =as = = ==== === = =--= _.--__ ====== =a— = == = = = == = == = == == = = == ==. = = = === ______ == 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A= cross - sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) inA2 inA4 in in 2 3 4 5 Page 6 (RUN 2 AT GRID 18) ADAPT -PT V- 6.08 ACI 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 2 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 3 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 4 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 5 - D E A D L O A D M O M E N T S , S H E A R S & R E A C T I O N S ==! = = -sx = = - = =-aa =azsz =--= == = === === = = = = == ass = = = == == = ==az= = - == sass -_ = =-= = =u == = == = ==s = =a= < 5.1 SPAN M O M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) -1 2 3 4 5 6 1 -45.77 58.67 - 142.52 -22.30 30.11 2 - 128.60 7.22 -30.38 -32.00 18.45 3 -31.11 7.36 -90.74 -17.88 27.17 4 -96.29 33.99 -22.03 -24.64 16.92 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -f t) -> - - 1 2 Lower columns - -- -Upper columns 1 22.30 -45.77 .00 2 62.11 13.91 .00 3 36.33 -.73 .00 4 51.81 -5.56 .00 5 16.92 22.03 .00 6 - L I V E L O A D M O M E N T S , S H E A R S & R E A C T I O N S Page 7 (RUN 2 AT GRID 18) ADAPT -PT V- 6.08 ACI < -- 6.1 L I V E LOAD SPAN MOMENTS (k -f t) and SHEAR FORCES (k) - -> < left* > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> SPAN max min max min max min left right -1 2 3 4 5 6 7 8 9 -- 1 -30.78 -30.78 39.86 39.86 -92.41 -92.41 -13.91 18.89 2 -81.93 -81.93 1.94 1.94 -25.62 -25.62 -19.25 11.49 3 -28.54 -28.54 11.98 11.98 -34.75 -34.75 -13.12 14.08 4 -32.48 -32.48 6.29 6.29 -4.04 -4.04 -6.58 3.62 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k ft) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min - -1 2 3 4 5 6 7 - -- 1 13.91 .00 .00 -30.78 .00 .00 2 38.14 .00 10.48 .00 .00 .00 3 24.60 .00 .00 -2.93 .00 .00 4 20.66 .00 2.27 .00 .00 .00 5 3.62 .00 4.04 .00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- MOMENTS REDUCED TO FACE -OF- SUPPORT aC = = = = == = =aa = = aa ==aa = =====a a aa = == aaa = = =3aa ==ants = == aa 5 -= = = == SPAN <- left* -> <- midspan -> <- right* -> -1 2 3 4 1 -29.86 58.67 - 120.75 2 - 105.75 7.22 -17.70 3 -18.86 7.36 -71.52 4 -78.63 33.99 -10.15 Note: * = face -of- support 7.1 REDUCED DEAD LOAD MOMENTS (k -f t) 4 Page 8 (RUN 2 AT GRID 18) ADAPT -PT V- 6.08 ACI 7.2 REDUCED LIVE LOAD MOMENTS (k -ft) z < left* > < - --- midspan - - - -> < right* > SPAN max min max min max min W - 2 3 4 5 6 7 1 -20.73 -20.73 39.86 39.86 -78.62 -78.62 U U O 2 -68.08 -68.08 1.94 1.94 -17.60 -17.60 3 -19.30 -19.30 11.97 11.97 -24.78 -24.78 22 4 -27.69 -27.69 6.29 6.29 -1.47 -1.47 N u. Note: W n * = face -of- support !'i W ' D. a 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) _ aasffiaava. zasa= ts..= .= = =..................... =..... sasm== „ = =tea.......= Z Maxima of dead load and live load span moments combined p for serviceability checks ( 1.00DL + 1.00LL ) ► - • W < left* > < - - -- midspan - - - -> < right* > > O SPAN max min max min max min 0 -1 2 3 4 5 6 7 0 L 1 -50.58 -50.58 98.53 98.53 - 199.37 - 199.37 W W 2 - 173.83 - 173.83 9.17 9.17 -35.30 -35.30 F U 3 -38.16 -38.16 19.33 19.33 -96.30 -96.30 u..d 4 - 106.32 - 106.32 40.29 40.29 -11.62 -11.62 tu Z U- Note: F=. * = face -of- support Z 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES =======ama m=============== = = = = = = ===== ==== ==== == = === = = ==== as = = =3= main =m=a = = 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola Page 9 (RUN 2 AT GRID 18) 9.2 1 2 3 4 2 = partial parabola 3 = harped tendon T E N D O N TYPE X1 /L 1 2 2 .100 2 .100 2 .100 2 .100 P R O F I L E X2 /L X3 /L 3 4 .500 .100 .500 .100 .500 .100 .500 .100 A /I, 5 .000 .000 .000 .000 9.3 - SELECTED POST - TENSIONING FORCES AND TENDON DRAPE - =-- s==tee- = = == = = =- = = == -= = == = ==.a - - == = =rte = == == = = = = =-- a = = = = - == == = = == === == = = = =a= Tendon editing mode selected: FORCE SELECTION SELECTED VALUES > FORCE <- DISTANCE OF CGS (in) -> SPAN (k / -) Left Center Right -1 2 3 4 5 1 321.600 2 321.600 3 321.600 4 321.600 1 2 3 4 Note: * = face -of- support 5.00 2.25 6.50 6.50 4.50 6.50 6.50 4.90 6.50 6.50 3.50 5.00 ADAPT -PT V- 6.08 ACI <- CALCULATED VALUES -> P/A Wbal (psi) (k / -) 6 7 202.26 1.531 202.26 2.549 202.26 2.605 202.26 1.627 Approximate weight of strand 502.4 LB 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> SPAN LEFT* CENTER RIGHT* -1 2 3 4 <- BASED ON MINIMUM P/A -> LEFT CENTER RIGHT 5 6 7 - -- .00 16.84 .00 306.75 198.75 306.75 .00 .00 .00 306.75 198.75 306.75 .00 .00 .00 306.75 198.75 306.75 .00 .00 .00 306.75 198.75 306.75 Page 10 (RUN 2 AT GRID 18) 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) SPAN 1 - 1 2 3 4 Note: * = face -of- support 9.7 POST - TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS SPAN -1 1 2 3 4 Note: * a face -of- support -joint 1 2 3 4 5 L E F T * TOP BOTTOM 2 3 - 215.42 22.50 - 145.46 - 104.84 - 218.46 28.04 - 193.40 -17.57 < -- S P A N left* 2 154.17 191.50 145.50 182.92 CENTER TOP BOTTOM 4 5 - 432.04 27.51 - 164.62 - 239.90 - 229.81 - 174.72 - 249.82 - 154.71 MOMENTS (k -ft) - -> midspan right* 3 4 -47.79 202.00 -17.48 144.92 -13.25 178.00 -29.78 142.33 R I G H T * TOP BOTTOM 6 7 -- - 133.23 - 127.09 - 220.33 31.43 - 197.56 -10.00 - 237.53 62.73 < -- SPAN SHEARS (k ) - -> SH(1) SH(r) 5 6 -.33 -.33 3.59 3.59 -2.87 -2.87 .02 .02 <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> 2 Lower columns Upper columns 21.833 .330 -3.914 6.451 -2.885 .018 -8.080 1.106 2.772 - 10.242 10 - F A C T O R E D M O M E N T S & R E A C T I O N S Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) ADAPT -PT V- 6.08 ACI .000 .000 .000 .000 .000 Page 11 < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 -56.09 -56.09 175.82 175.82 - 274.09 - 274.09 2 - 244.68 - 244.68 9.34 9.34 -82.15 -82.15 3 -86.30 -86.30 20.09 20.09 - 136.86 - 136.86 4 - 146.96 - 146.96 68.71 68.71 -6.84 -6.84 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -ft) SPAN < -- left* - -> <- midspan -> < -- right* - -> -1 2 3 4 1 22.08 25.91 29.74 2 19.23 -4.08 -27.38 3 -26.82 -10.57 5.67 4 10.57 10.42 10.26 Note: * - face -of- support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -f t) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min -1 2 3 4 5 6 7 1 55.20 31.55 -42.25 -94.58 .00 .00 2 147.88 83.04 29.23 11.40 .00 .00 3 99.13 57.31 .08 -4.89 .00 .00 4 104.77 69.65 -1.14 -5.01 .00 .00 5 29.87 23.71 27.47 20.60 .00 .00 11 - M I L D S T E E L ======s m============== a a- - = = --- . == t - fl==== =n= ∎== = == = =- == =��o Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in (RUN 2 AT GRID 18) ADAPT -PT V- 6.08 ACI ce U 00 (ow N D W O u.Q N � IL2 w Z 0 Page 12 (RUN 2 AT GRID 18) ADAPT -PT V- 6.08 ACI Z REINFORCEMENT based on NO REDISTRIBUTION of factored moments 11.1 TOTAL WEIGHT OF REBAR = 363.5 lb AVERAGE = .4 psf v 00 11.2.1 S T E E L A T M I D - S P A N �W T O P BOTTOM U) IA As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > (in ^2) < - - -ULT TENS > N 0 - - 1 2 3 4 5 6 7 8 9 - - -- W 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) d 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) g 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) V) d 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) F W ZF 11.3.1 S T E E L A T S U P PORTS VO T O P B O T T O M W As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in ^2) < - - -ULT MIN > (in ^2) < -- -ULT MIN > U N - -1 2 3 4 5 6 7 8 9 - - -- 0- 1 2.23 ( .00 2.23 .00) .00 ( .00 .00 .00) W 2 2.57 ( 2.57 2.23 .00) .00 ( .00 .00 .00) W 3 1.31 ( .00 1.31 .00) .00 ( .00 .00 .00) v 4 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) E" Z 5 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) W 11 - M I L D S T EEL U S2 ............................................................ O F Z Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments 11.5 TOTAL WEIGHT OF REBAR = 363.5 lb AVERAGE = .4 psf 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -f t) REDISTRIBUTION < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> COEFFICIENT( %) SPAN max min max min max min left right -1 2 3 4 5 6 7 8 9- 1 -54.96 -54.96 194.52 194.52 - 237.82 - 237.82 .00 11.45 Page 13 2 - 236.26 - 236.26 19.90 19.90 -69.46 -69.46 11.45 14.74 Z 3 -68.03 -68.03 41.65 41.65 - 112.00 - 112.00 14.74 14.74 4 - 121.55 - 121.55 81.93 81.93 -5.81 -5.81 14.74 .00 EY 2 Note: 7 .. face -of- support U O CO P V) w 11.7.1 R E D I S T R I B U T E D STEEL AT M I D - S P A N f T 0 P BOTTOM Wu. As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA w Pi SPAN (in ^2) < - - -ULT TENS > (in ^2) < - - -ULT TENS > -1 2 3 4 5 6 7 8 9 - - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) N 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) C! 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) w 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) ? O 11.8.1 R E D I S T R I B U T E D STEEL AT S U P PORTS 2 Q T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA 8E JOINT (inA2) < - - -ULT MIN > (inA2) < - - -ULT MIN > O - -1 2 3 4 5 6 7 8 9 - - -- w w 1 2.23 ( .00 2.23 .00) .00 ( .00 .00 .00) H 2 2.23 ( 1.54 2.23 .00) .00 ( .00 .00 .00) �- q 3 1.31 ( .00 1.31 .00) .00 ( .00 .00 .00) al 4 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) UV 5 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) 0 Z 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH (ft] AREA (in A2] -- 1 - - - -2 3 4 - - - -5 6 7 1 1 T 6# 6 x 8'6" 2.64 1 2 T 6# 6 x 13'6" 2.64 2 3 T 4# 6 x 9'0" 1.76 3 4 T 4# 6 x 11'6" 1.76 4 5 T 4# 6 x 7'0" 1.76 Notes: Bar location - T = Top, B = Bottom. (RUN 2 AT GRID 18) ADAPT -PT V- 6.08 ACI Page 14 NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 STEEL DISPOSITION - TOP BARS SPAN - -1- 1 1 2 2 3 3 4 4 11.5.2 1 SPAN 1 ID --1----1--2 ID LOCATION - -2 3 1 LEFT 2 RIGHT 2 LEFT 3 RIGHT 3 LEFT 4 RIGHT 4 LEFT 5 RIGHT TOP STEEL NUM BAR -- 4 - - - -5 6 # 6 x 6 # 6 x (RUN 2 AT GRID 18) ADAPT -PT V- 6.08 ACI 6 # 6 x 4 # 6 x 4 # 6 x 4 # 6 x 4 # 6 x 4 # 6 x LENGTH [ft] 6 8'6" 7'6" 6'6" 5'0" 4'6" 5'6" 6'0" 7'0" STEEL DISPOSITION - BOTTOM BARS BOTTOM STEEL 1 LOCATION I NUM BAR LENGTH [ft]1 3 1--- 4 - - - -5 6 1 12 - P U N C H I N G S H E A R C H E C K as ==a a = ===a== mans =s =a sma = === === == =a a============ = = == = = == == =a= == == == == == = === = === LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) Z w O 0 2 U W F • u. W }} U. 4 N � z a 1— w O W O — o w W u.. O ..z U O Page 15 JNT COND. 1 - - - -2 1 2 2 1 3 1 4 1 5 2 FACTORED ACTIONS shear moment k k -ft 3 4 55.20 94.58 49.53 2.94 147.88 29.23 75.70 3.78 99.13 4.89 50.74 .63 104.77 5.01 53.63 .65 29.87 27.47 26.80 4.61 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY 13- MAXIMUM SPAN DE FLECT I ONS SPAN DL - 1 2 1 .09 .03 2 -.01 -.01 3 .00 .00 4 .03 .01 (RUN 2 AT GRID 18) ADAPT -PT V- 6.08 ACI <- PUNCHING SHEAR STRESSES IN psi -> due to due to shear moment 5 6 am =am =a ara ma = aaa aa maaa a = = am fa asm ac aaa= == =a m =a n aa == === = = ==== TOTAL 7 52.47 79.48 51.38 54.28 31.41 Concrete's modulus of elasticity Ec = 4030.50 ksi Creep factor K = 2.00 Ieffective /Igross...(due to cracking) K = 1.00 Where stresses exceed 6(fc')A1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP 3 4 5 6 .08( 3517) -.03( 5241) .03( 6994) .06( 5012) -.01 (28263) .00(37879) .01 (43826) allow- STRESS able RATIO CASE 8 9 10 240.42 .22 2 233.28 .34 2 233.28 .22 2 233.28 .23 2 240.42 .13 2 .14( 2067) -.04( 4421) . 00(31645) . 04( 6031) ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.08 Date: 1/31/01 Time: 5:16:53 PM Fife: RUN 3 AT GRID 16 1- PROJECT TITLE COMFORT SUITES HOTEL, TUKWILA WASHINGTON 1.1 DESIGN STRIP RUN 2 AT GRID 18 2 - MEMBER ELEVATION n Mu 19.73 1900 O 1150 O 71 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 0 4 - TENDON PROFILE _ .. 9 s9sxrn Ts+exlm Tanx,s• (poems- s 319X0' • • 4.2 Datum Line 4.3 CGS Distance (1n3 4.5 Force P21.9 1 5- BOTTOM REBAR 1 . 5.1 User selected _ _ 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected P 2101 d1: 4" k4+1 i . p21 . MP') •, P21 a nwl 6 - REQUIRED & PROVIDED BARS MAW 199 2.19 200 200 8.1 Top Bus p rovided 1- I t n 6.2 Bottom Bars ow 000 o ao o ao 7 PUNCHING SHEAR - ; OK ■Acceptable NG=No Good 'snot applicable i or not perfomed i i i i i i i i 1 7.1 Stress Ratio • .81 ' .41 ' .23 .19 i 7.2 Status ' OK ' OK ' OK ' OK 8 - LEGEND -. Stressing End -f Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI I', • 5 ksI f„ • 60 ksi (longitudinal) f„ = 68.72 ksi (shear) f = 270 ksi 9.2 Reber Cover•. Top = 1 in Bottom = 1 In Reber Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: f is .8 f,,, 9.4 Strand Area = .153 in` 10 - DESIGNER'S NOTES ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST- TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support9AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Jan 31,2001 At Time: 17 :16 PROJECT FILE: RUN 3 AT GRID 16 P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 2 AT GRID 18 1 -USER SPECIFIED GENERAL DESIGN f afsaaarsa MMUMEMsa :anewflanfs PARAMETERS CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 3605.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom COMPRESSION STRESS limits (multiple of (f'c)) At all locations 6.000 6.000 .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in POST- TENSIONING: SYSTEM UNBONDED Ultimate strength of strand 270.00 ksi Average effective stress in strand (final) 175.00 ksi Strand area .153 in ^2 Min CGS of tendon from TOP 1.00 in Min CGS of tendon from BOTTOM for INTERIOR spans 1.00 in Min CGS of tendon from BOTTOM for EXTERIOR spans 1.75 in Min average precompression 125.00 psi Max spacing between strands (factor of slab depth) 8.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) TWO -WAY Moments REDUCED to face of support YES Z , J U U O W W Q W �O C.) 0— O F— WW U u. O . Z W U O 2 1 Page 2 Limited plastification allowed(moments redistributed) YES 2 - I N P U T G E O M E T R Y (RUN 3 AT GRID 16) ADAPT -PT V- 6.08 ACI .W.I.M.IXWM211.62.1.16=MMM ==•==_•= = = = == = = = = == = = .111. = = = = =a = =• = =� =a = =� =sue 3 Fl I P 01 I A RI LENGTH! WIDTH N MI ft I in 1 3 - - - -4 5 1 1 19.75 159.00 2 1 16.00 159.00 3 1 11.50 159.00 4 1 22.25 159.00 LEGEND: 1 - SPAN C • Cantilever SUPPORT < 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS LEGEND: DROP CAP DIMENSIONS: CAPT • Total depth of cap CAPE • Transverse Width CAPDL • Extension left of joint CAPDR • Extension right of joint 2.2 - S U P P O R T W I D T H LOWER COLUMN WIDTH LENGTH B(DIA) D I TOP IBOTTOM /MIDDLEI I I FLANGE I FLANGE I REF I DEPTHI width thick.I width thick.IHEIGHTI in I in in I in in I in I 6 7 8 9 10 - - - -11 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 MULTIPLIER left right 12- - - -13- .50 .50 .50 .50 .50 .50 .50 .50 3 - FORM 1 • Rectangular section 2 • T or Inverted L section 3 - I section 4 • Extended T or L section 7 • Joist 8 • Waffle 11 - Top surface to reference line 2.1.5 - D R O P C A P A N D D R O P P A N E L D A T A •_• alt••i•• ilk •dlt•••M•fl==N=••• ============== MIN CAPT CAPE CAPDL CAPDR DROPTL DROPTR DROPS DROPL DROPR JOINT in in in in in in in in in -1 2 3 4 5 6 7 8 9 10- 1 .00 .00 .00 .00 .00 .00 .00 .00 .00 2 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 .00 .00 .00 .00 .00 .00 .00 .00 .00 DROP PANEL DIMENSIONS: DROPTL • Total depth left of joint DROPTR • Total depth right of joint DROPB • Transverse Width DROPL • Extension left of joint DROPR • Extension right of joint A N D C O L U M N D A T A CBC* UPPER COLUMN > LENGTH B(DIA) D CBC* Page 3 3 - I N P U T A P P L I E D L O A D I N G •••••••-fa•••flfl -w•••n•- .e•••••a:•••• (RUN 3 AT GRID 16) ADAPT -PT V- 6.08 ACI JOINT in ft in in ft in in -1 2 3 4 5 6 7 8 9--- -10 - -- 1 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 2 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 3 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 4 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 5 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CRC) Fixed at both ends ...(STANDARD) • 1 Hinged at near end, fixed at far end • 2 Fixed at near end, hinged at far end - 3 Fixed at near end, roller with rotational fixity at far end - 4 <--- CLASS - - -> < TYPE > D • DEAD LOAD U • UNIFORM P • PARTIAL UNIFORM L • LIVE LOAD C • CONCENTRATED M • APPLIED MOMENT Li• LINE LOAD SW SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W • 150.0 pcf Intensity ( From ... To ) ( H or C ...At) Total on Trib SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft -1 2 3 4 5 6 7 8 9 1 L U .160 .00 17.75 2.120 1 L U .160 17.75 19.75 2.120 1 D U .119 .00 17.75 1.577 1 D U .119 17.75 19.75 1.577 1 SW P .00 17.75 1.656 1 SW P 17.75 19.75 2.556 2 L U .160 .00 2.00 2.120 2 L U .160 2.00 14.00 2.120 2 L U .160 14.00 16.00 2.120 2 D U .119 .00 2.00 1.577 2 D U .119 2.00 14.00 1.577 2 D U .119 14.00 16.00 1.577 2 SW P .00 2.00 2.556 2 SW P 2.00 14.00 1.656 2 SW P 14.00 16.00 2.556 3 L U .160 .00 2.00 2.120 3 L U .160 2.00 9.50 2.120 3 L U .160 9.50 11.50 2.120 3 D U .119 .00 2.00 1.577 3 D U .119 2.00 9.50 1.577 3 D U .119 9.50 11.50 1.577 3 SW P .00 2.00 2.556 3 SW P 2.00 9.50 1.656 3 SW P 9.50 11.50 2.556 Page 4 (RUN 3 AT GRID 16) ADAPT -PT V- 6.08 ACI 4 L P .000 .00 2.00 .000 4 L P .000 2.00 12.00 .000 4 D P .000 .00 2.00 .000 4 D p .000 2.00 12.00 .000 4 SW P .00 2.00 2.556 4 SW P 2.00 22.25 1.656 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING = arm: a: rswrwrrrrrass :•ra.rmarsrrnsrasrs aasammoo risrnnflnsimarsarrrrramit UNIFORM (k /ft ^2), ( CON. or PART. ) ( MOMENT) SPAN CLASS TYPE LINE(k /ft) ( k@ft or ft -ft ) ( k -ft 0 ft ) -1 2 3 4 5 6 7 8 1 L U .160 1 D U .119 2 L U .160 2 D U .119 3 L U .160 3 0 U .119 4 L P .000 4 D P .000 NOTE: SELFWEIGHT INCLUSION REQUIRED .00 12.00 .00 12.00 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S a aaaaasraaaaa array aaaarwasaaa nsarsaar aaaara sararaaasrrsraa aas aaa n r sa 4.2 - Computed Section Properties for Segments of Nonpriamatic Spans Section properties are listed for all segments of each span A- cross - sectional geometry Yt- centroidal distance to top fiber I- gross moment of inertia Yb- centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) inA2 in "4 in in 2 3 4 5 SPAN 1 1 1590.00 .1325E +05 5.00 5.00 2 2454.00 .1463E +06 18.07 9.93 SPAN 2 1 2454.00 .1463E+06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 3 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 4 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E+05 5.00 5.00 Page 5 Note: * - Centerline moments 6 - L I V E L O A D M O M E N T S , Note: * f Centerline moments (RUN 3 AT GRID 16) ADAPT -PT V- 6.08 ACI 5 - D E A D L O A D M O M E N T S , SHEARS & R E A C T I O N S f ffl iffflf lffill flfl ff .fllfflffiffi =ffif lfffllf.filli ====== m.sewsmwmmem < 5.1 SPAN M O M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) - -1 2 3 • - - - - -4 5 6 1 -29.95 63.41 - 160.30 -25.42 40.24 2 - 146.49 15.25 -33.52 -34.73 20.60 3 -29.12 -4.88 -91.12 -15.00 25.78 4 - 100.71 42.22 -21.65 -23.70 14.95 JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -f t) -> - -1 2 Lower columns - -- -Upper columns 1 25.42 -29.95 .00 2 74.96 13.81 .00 3 35.60 4.39 .00 4 49.48 -9.59 .00 5 14.95 21.65 .00 SHEARS i REACT ION S IMOMM! ifiOfiiti fll fwfl Mt fYa. MifMf iff fff lfOtfflifOiffif < -- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> < left* > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> SPAN max min max min max min left right -1 2 3 4 5 6 7 8 9 -- 1 -20.23 -20.23 42.90 42.90 - 100.71 - 100.71 -16.86 25.01 2 -89.85 -89.85 5.82 5.82 -34.19 -34.19 -20.44 13.48 3 -36.07 -36.07 11.85 11.85 -10.33 -10.33 -14.43 9.95 4 -6.29 -6.29 -2.52 -2.52 1.24 1.24 -.34 -.34 <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -ft) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min - -1 2 3 4 5 6 7 - -- 1 16.86 .00 .00 -20.23 .00 .00 2 45.45 .00 10.85 .00 .00 .00 3 27.91 .00 .00 -1.88 .00 .00 4 10.29 .00 4.04 .00 .00 .00 5 .00 -.34 .00 -1.24 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES fifffin_ fl ifit at itff#il fffflafliifiifff =fifitiiiifllfiflfiC011iiiffiii Page 6 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon 9.2 For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon T E N D O N TYPE X1 /L 1 2 1 2 .100 2 2 .100 3 2 .100 4 2 .100 Tendon editing mode selected: FORCE SELECTION SELECTED VALUES FORCE <- DISTANCE OF CGS (in) -> SPAN (k / - Left Center Right -1 2 3 4 5 1 321.600 2 321.600 3 321.600 4 321.600 <- BASED ON STRESS CONDITIONS -> SPAN LEFT* CENTER RIGHT* -1 2 3 4 1 .00 44.10 2 .00 .00 3 .00 .00 4 .00 .00 Note: * = face -of- support SPAN TOP BOTTOM (RUN 3 AT GRID 16) P R O F I L E X2 /L X3 /L 3 4 .500 .100 .500 .100 .500 .100 .500 .100 5.00 2.25 6.50 6.50 4.00 6.50 6.50 5.25 6.50 6.50 3.50 5.00 9.6 S E R V I C E S T R E S S E S (psi) LEFT* CENT E R TOP BOTTOM A/L 5 - .000 .000 .000 .000 9.3 - SELECTED POST- TENSIONING FORCES AND TENDON DRAPE ADAPT -PT V- 6.08 ACI =r= =a= anal ==a=====sl ss=r =s==aM laa s==afl if aar=s=f f sa al=s= <- CALCULATED VALUES -> P/A Wbal (psi) (k / - 6 7 202.26 202.26 202.26 202.26 Approximate weight of strand 2.405 2.617 2.533 1.218 490.1 LB 9.5 REQUI RE D MINIMUM POST -TENS I ONI NG FORCES (kips) <- BASED ON MINIMUM P/A -> LEFT CENTER RIGHT 5 6 7 - -- .00 198.75 198.75 306.75 .00 306.75 198.75 306.75 .00 306.75 198.75 306.75 .00 306.75 198.75 198.75 (tension shown positive) R I G H T* TOP BOTTOM C W 00 (ow NO WD co 3 tL W W U � ON WW u. O W Z 0 El O • r5 Page 7 (RUN 3 AT GRID 16) ADAPT -PT V- 6.08 ACI -1 2 3 4 5 6 7 - -- 1 - 178.19 - 226.33 - 469.27 64.74 - 128.24 - 136.16 2 - 136.78 - 120.62 - 211.09 - 193.44 - 222.52 35.42 3 - 217.98 27.15 - 206.71 - 197.82 - 205.33 4.13 4 - 199.73 -6.06 - 228.40 - 176.13 - 206.43 - 198.10 Note: * ■ face -of- support 9.7 POST - TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS <--SPAN MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) - -1 2 3 4 5 6 1 14.65 -47.35 210.33 -1.28 -1.28 2 203.75 -19.13 156.25 3.28 3.28 3 151.58 -5.99 167.58 -1.60 -1.60 4 174.00 -33.92 10.83 -.44 -.44 Note: * ■ face -of- support <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> - joint 2 Lower columns Upper columns 1 1.282 13.692 .000 2 -4.560 -5.112 .000 3 4.879 -3.342 .000 4 -1.162 4.883 .000 5 -.439 - 11.158 .000 10 - F A C T O R E D M O M E N T S & R E A C T I O N S waaaaaraaaraaaa as aaaaaaasaasaaaaaafaaaoaaaa .sa Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min - 1 2 3 4 5 6 7 1 -16.48 -16.48 188.06 188.06 - 286.92 - 286.92 2 - 266.70 - 266.70 38.92 38.92 -85.13 -85.13 3 -91.61 -91.61 .62 .62 - 113.03 - 113.03 4 - 126.14 - 126.14 61.09 61.09 -3.06 -3.06 Note: * ■ face -of- support 10.2 SECONDARY MOMENTS (k -ft) SPAN < -- left* - -> <- midspan -> < -- right* - -> -1 2 3 4 1 14.65 26.35 38.05 2 31.44 7.68 -16.09 JOINT -1 1 2 3 4 5 asawaa11asaaala..aa Page 8 (RUN 3 AT GRID 16) 3 -20.69 -12.69 -4.69 4 1.73 6.28 10.83 Note: * ■ face -of- support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -f t) (k) < -- LOWER column - -> < -- UPPER column - -> max 2 65.53 177.65 102.17 85.60 20.49 min 3 36.87 100.38 54.72 68.11 19.92 11 - M I L D S T E E L max 4 -28.23 32.68 2.81 -1.67 19.15 min 5 -62.61 14.22 -.39 -8.53 17.04 aaaaasa aasaa■a Support cut -off length for minimum steel(length /span) ... Span cut -off length for minimum steel(length /span) ... Top bar extension beyond where required Bottom bar extension beyond where required 11.1 TOTAL WEIGHT OF REBAR ■ 389.8 lb 11.2.1 S T E E L A T M I D - S P A N T 0 P As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > - -1 2 3 4 5 1 .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) 11.3.1 S T E E L A T S U P P O R T S T O P As DIFFERENT REBAR CRITERIA JOINT (in ^2) < - - -ULT MIN - -1 2 3 4 5 1 1.78 ( .00 1.78 .00) 2 2.93 ( 2.93 1.78 .00) 3 1.44 ( .00 1.44 .00) 4 2.00 ( .00 2.00 .00) 5 2.00 ( .00 2.00 .00) 11 - M I L D S T E E L ADAPT -PT V- 6.08 ACI max min 7 6 . 00 .00 .00 .00 . 00 AVERAGE ■ .17 .33 12.00 in 12.00 in .00 .00 .00 .00 .00 REINFORCEMENT based on NO REDISTRIBUTION of factored moments .4 psf Raa B O T T O M As DIFFERENT REBAR CRITERIA (in ^2) < - - -ULT TENS > 6 7 8 9 - -- .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) B O T T O M As DIFFERENT REBAR CRITERIA (in ^2) < - - -ULT MIN > 6 7 8 9 - -- .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) saln aaaa aaazams ac aaaaaaasaansaasaaasaaasaaaaaa :aaaar�aaaaaa= oaaaaasa Support cut -off length for minimum steel(length /span) ... .17 Span cut -off length for minimum steel(length /span) ... .33 Z (r 3 0o (00 (0, WO U.? W W O W U� 0 OH ww r e LL b I C) O Page 9 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments 11.5 TOTAL WEIGHT OF REBAR 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k-ft) < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> SPAN max min max min max min - 1 2 3 4 5 6 7 1 -15.03 -15.03 207.22 207.22 - 250.05 - 250.05 2 - 260.46 - 260.46 50.85 50.85 -67.50 -67.50 3 -72.88 -72.88 20.16 20.16 -92.68 -92.68 4 - 104.74 - 104.74 72.16 72.16 -2.32 -2.32 Note: * - face -of- support 11.7.1 REDI STRI BUTE D STEEL AT T O P As DIFFERENT REBAR CRITERIA SPAN (i ^2) < -- -ULT TENS > - -1 2 3 4 5 1 .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) 11.8.1 R E D I S T R I B U T E D T 0 P As DIFFERENT REBAR CRITERIA JOINT (i:02) < - - -ULT MIN > - -1 2 3 4 5 1 1.78 ( .00 1.78 .00) 2 2.18 ( 2.18 1.78 .00) 3 1.44 ( .00 1.44 .00) 4 2.00 ( .00 2.00 .00) 5 2.00 ( .00 2.00 .00) SPAN ID LOCATION NUM BAR LENGTH (ft) AREA (in ^2) - i - - - -2 3 4 - - - -5 6 7 1 1 T 5 i 6 x 7'0" 2.20 1 2 T 5 N 6 x 12'0" 2.20 11.2.2 i 11.3.2 SELECTION OF REBAR 2 3 T 4 6 6 x 3 4 T 5% 6 x 12'6" 2.20 4 5 T 5 N 6 x Notes: Bar location - T - Top, B - Bottom. (RUN 3 AT GRID 16) ADAPT -PT V- 6.08 ACI 9'6" 1.76 8'0" 2.20 353.7 lb AVERAGE .4 psf REDISTRIBUTION COEFFICIENT(%) left right 8 9 .00 10.75 10.75 14.74 15.29 15.29 14.74 .00 M I D - S P A N B O T T O M As DIFFERENT REBAR CRITERIA (in ^2) < - - -ULT TENS > 6 7 8 9 - -- .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) STEEL AT S U P P O R T S B O T T O M As DIFFERENT REBAR CRITERIA (in "2) < - - -ULT MIN 6 7 8 9 - -- .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) wi Page 10 NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 STEEL DISPOSITION - TOP BARS 2 2 3 3 4 4 ID LOCATION - 2 3 1 LEFT 2 RIGHT 2 LEFT 3 RIGHT 3 LEFT 4 RIGHT 4 LEFT 5 RIGHT 11.5.2 STEEL DISPOSITION - BOTTOM BARS 1 BOTTOM STEEL 1 SPAN 1 ID LOCATION 1 NUM BAR LENGTH [CM -- 1-- - -1 - -2 3 1--- 4 - - - -5 6 1 12 - P U N C H I N G S H E A R C H E C K M OMMAIMillIMMINIUMMMIWORMA. TOP STEEL (RUN 3 AT GRID 16) ADAPT -PT V- 6.08 ACI NUM BAR LENGTH [ft) -- 4 - - - -5 6 5 N 6 x 7'0" 5 11 6 x 6'0" 5 4 6 x 6'0" 4 0 6 x 5'0" 4 N 6 x 4'6" 5 / 6 x 6'0" 5 11 6 x 7'0" 5 A 6 x 8'0" LEGEND: CONDITION... 1 ■ INTERIOR COLUMN 2 ■ END COLUMN 3 ■ CORNER COLUMN 4 ■ EDGE COLUMN (PARALLEL TO SPAN) 5 ■ EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 ■ STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 ■ STRESS WITHIN SECTION 01 GOVERNS (COL.CAP OR SLAB) 2 ■ STRESS WITHIN SECTION 02 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> shear moment due to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 8 9 10- 1 2 65.53 62.61 116.70 30.88 147.58 240.42 .61 1 2 1 177.65 32.68 90.94 4.23 95.17 233.28 .41 2 3 1 102.17 2.81 52.30 .36 52.66 233.28 .23 2 4 1 85.60 8.53 43.82 1.10 44.92 233.28 .19 2 5 2 20.49 19.15 36.49 9.22 45.71 240.42 .19 1 PUNCHING SHEAR CHECK SATISFACTORY Page 11 NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY 13 - MAXIMUM SPAN DEFLECTIONS Wassa..MMIMM::M.MtaM=aa a.3ss (RUN 3 AT GRID 16) ADAPT -PT V- 6.08 ACI Concrete's modulus of elasticity Ec 4030.50 ksi Creep factor K a 2.00 Ieffective /Igross...(due to cracking) K - 1.00 Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP -1 2 3 4 5 6 1 .06 .03 .08( 2983) .04( 5452) .12( 1928) 2 -.01 -.01 -.03( 6589) - .01(31432) -.04( 5447) 3 -.01 .00 - .01(16479) .00(34972) .00(31163) 4 .05 .02 .05( 5697) - .01(52620) .04( 6389) POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland. WA 98033 (425) 827-5995 • Fax (425) 828-4850 Made by A 67' ilat, , . Job No. 1. Checked by Date Sheet No. Description . •0 ,. • . `,--- • ( • ! 1- (../ I /. i V..... , Job Name r. ..... „ I. . C. ,)1/!;"\'' : c..„,y1' mo 4 J. 1\)13. LL.t \'\ 'D ‘4 45 ,o2 A )7E. j, 16 4:5' ;0,25' 1 I 91_ • \\ `'■ .7, 6.5' I? J iq s' DVDO If • 671 I. •,(.. ,ir IA 0,06— ro.:i: 1 ,01..‘ 11 ', iC24 • :- ,-. 1 ,---- -71 -- .7---------1- t_ i . I 1 1 . : 1 , ‘1.o 12: I I I 1 1' ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.08 Date: 217101 Time: 7:25:03 AM File: RUN 4 AT GRID 15 1- PROJECT TITLE COMFORT SUITES HOTEL, TUKWILA WASHINGTON 1.1 DESIGN STRIP RUN 4 AT GRID 15 2 - MEMBER ELEVATION 9 (ftj on 950 1900 . on ! 3 - TOP REBAR 3.1 User selected ; .. 3.2 User selected 3.3 ADAPT selected 0 emus. 3.4 ADAPT selected 0 +°ex' Qasaeo. 3 706x1210' C I ? 516x71Y • 4 - TENDON PROFILE 4.2 Datum Line I 1--- 4.3 CGS Distance (inn spa s exam a oo a ftso 3.5o 8 360 500 4.5 Force (321.9 p21.e901 1321 8188.1 1321.aawl 5 - BOTTOM REBAR 5.1 User selected [ -_ 5.2 User selected , . _ 5.3 ADAPT selected _ 9 4/6x9o• • 5.4 ADAPT selected co axtrlr 8 - REQUIRED & PROVIDED BARS max 1.19 1.11 529 1.°0 8.1 Top Ban a. In 4 ! 3.o=- �ovi Ill lodes 1 0 ::7171 lu►i I I I ! II r X11 mull II I I 1..- 8.2 Bottom Bars 2.8. MU 0.00 000 000 162 • 7 SHEAR - PUNCHING ; ; , OK =ACdptable NG=No Good . _not applicable or not performed i i i i i _.i i i I 7.1 Stress Ratio ' .08 1 .1 t 1 .12 i .49 i i i 7.2 Status ' OK ' OK ' OK ' OK ' 8-LEGEND -4 Stressing End -1 Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI t = 5 ksi f„' 60 ksi (longitudinal) f„ a 68.72 ksi (shear) f = 270 ksi 9.2 Reber Cover: Top = 1 in Bottom 1 in Reber Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: f - .8 f 9.4 Strand Area to .153 In 10 - DESIGNER'S NOTES ADAPT -PT FOR POST- TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 7,2001 At Time: 7 :24 PROJECT FILE: RUN 4 AT GRID 15 P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 4 AT GRID 15 1 -USER SPECIFIED GENERAL DESIGN PARAMETERS CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 3605.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in POST - TENSIONING: ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 6.000 6.000 I: r CL 6 -J UO O 13 � N u. W O 2 u. O W �O W v of W O .. Z U = O Z Page 2 (RUN 4 AT GRID 15) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) S P A N -1 1 2 - I N P U T G E O M E T R Y 2 3 4 FI I 01 I RI LENGTH' WIDTH MI ft I in 3 - - - -4 5 1 10.75 159.00 1 8.50 159.00 1 19.00 159.00 1 19.75 159.00 LEGEND: 1 - SPAN C Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 in ^2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TWO -WAY YES YES I TOP IBOTTOM /MIDDLEI I I FLANGE I FLANGE I REF I MULTIPLIER DEPTHI width thick.' width thick.IHEIGHTI left right in I in in I in in I in I 6 7 8 9 10 - - - -11 12- - - -13- 10.00 10.00 10 .00 10 .00 10.00 10.0 10.00 10. 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line u,', .50 .50 .50 .50 .50 .50 .50 .50 ?Rr�rry Er a..,�.<::, Page 3 (RUN 4 AT GRID 15) 2.1.5 - D R O P C A P A N D D R O P PANEL DATA CAPT CAPS CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR JOINT in in in in in in in in in - -1 2 3 4 5 6 7 8 9 10 1 28.00 48.00 .00 24.00 .00 .00 .00 .00 .00 2 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 28.00 48.00 24.00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT m Total depth of cap CAPB = Transverse Width CAPDL Extension left of joint CAPDR = Extension right of joint 2.2 - S U P P O R T SUPPORT < WIDTH LENGTH JOINT in ft - - 1 2 3 1 18.00 15.00 2 18.00 15.00 3 18.00 4 18.00 5 18.00 15.00 18.00 15.00 18.00 15.00 18.00 W I D T H A N D LOWER COLUMN B(DIA) D in in 4 5 6 18.00 .00 (1) 18.00 .00 (1) .00 (1) .00 (1) .00 (1) DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPB = Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint C O L U M N > < CBC* LENGTH ft 7 .00 .00 .00 .00 .00 DATA *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 '! 7 ADAPT -PT V- 6.08 ACI UPPER COLUMN > B(DIA) D CBC* in in 8 9--- -10 - -- .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) Page 4 uv (RUN 4 AT GRID 15) ADAPT -PT V- 6.08 ACI 3 - I N P U T A P P L I E D L O A D I N G Z aa== == .= = = =ate= __ =_______________ _ = = =: ass=====____ ___ = = = = = = = = =a= = = = = = == = = = = = = = = == L N W <--- CLASS -- -> < TYPE > Li. D DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM U L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT U Qv Li= LINE LOAD (/) t..". _ SW¢ SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W - 150.0 pcf u. w Intensity ( From ... To ) ( M or C ...At) Total on Trib g }} SPAN CLASS TYPE k /ftA2 ( ft ft ) (k -ft or k ...ft) k /ft g J -1 2 3 4 5 6 7 8 9 u.? u) 1 L U .050 .00 2.00 .662 u1 1 L U .050 2.00 8.75 .662 Z jE 1 L U .050 8.75 10.75 .662 1 D U .024 .00 2.00 .318 O� 1 D U .024 2.00 8.75 .318 LU 1 D U .024 8.75 10.75 .318 n d 1 SW P .00 2.00 2.556 0 N 1 SW P 2.00 8.75 1.656 0 1 SW P 8.75 10.75 2.556 W W U 2 L U .050 .00 2.00 .662 u.0 2 L U .050 2.00 6.50 .662 2 L U .050 6.50 8.50 .662 U 2 2 D U .024 .00 2.00 .318 H 2 D U .024 2.00 6.50 .318 p 2 D U .024 6.50 8.50 .318 Z 2 SW P .00 2.00 2.556 2 SW P 2.00 6.50 1.656 2 SW P 6.50 8.50 2.556 3 L P .160 6.00 17.00 2.120 3 L P .160 17.00 19.00 2.120 3 0 P .119 6.00 17.00 1.577 3 D P .119 17.00 19.00 1.577 3 SW P .00 2.00 2.556 3 SW P 2.00 17.00 1.656 3 SW P 17.00 19.00 2.556 4 L P .160 .00 2.00 2.120 4 L P .160 2.00 6.00 2.120 4 L P .400 6.00 17.75 5.300 Page 5 (RUN 4 AT GRID 15) ADAPT -PT V- 6.08 ACI 4 L P .400 17.75 19.75 5.300 4 D P .119 .00 2.00 1.577 4 D P .119 2.00 6.00 1.577 4 D P .024 6.00 17.75 .318 4 D P .024 17.75 19.75 .318 4 SW P .00 2.00 2.556 4 SW P 2.00 17.75 1.656 4 SW P 17.75 19.75 2.556 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING le i============== ism= ats =================aa :=aslft:=aesa =sass = = ====M=UMM====M======= UNIFORM (k/ftA2), ( CON. or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) - 1 - - - - -2 3 4 - - -- 5 6 7 8 1 L U .050 1 D U .024 2 L U .050 2 D U .024 3 L P .160 6.00 19.00 3 D P .119 6.00 19.00 4 L P .160 .00 6.00 4 L P .400 6.00 19.75 4 D P .119 .00 6.00 4 D P .024 6.00 19.75 NOTE: SELFWEIGHT INCLUSION REQUIRED 4 - C A L C U L A T E D SECTION P R O P E R T I E S =C a == =a=ss¢ =ra= ==== = = ==== = =ma == ====M =sass=== === = = ==a =a sea = = =a a = = === == = == = =. = == = === 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A= cross - sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in ^2 in ^4 in in 2 3 4 5 11 •% Page 6 SPAN 1 1 2 3 SPAN 2 1 2 3 SPAN 3 1 2 3 SPAN 4 1 2 3 2454.00 1590.00 2454.00 2454.00 1590.00 2454.00 2454.00 1590.00 2454.00 2454.00 1590.00 2454.00 5 - DEAD LOAD SPAN - 1 1 2 3 4 Note: * Centerline moments JOINT < 5.3 REACTIONS (k) - -1 2 1 2 3 4 5 < 5.1 SPAN M(1) * 2 -6.45 -14.29 -70.48 - 129.40 11.17 18.11 37.41 67.22 17.00 6 - L I V E L O A D (RUN 4 AT GRID 15) .1463E +06 .1325E +05 .1463E +06 .1463E +06 .1325E +05 .1463E +06 . 1463E +06 .1325E +05 . 1463E +06 .1463E +06 .1325E +05 .1463E +06 M O M E N T S, MOMENTS (k -ft) > Midspan M(r)* 3 4 17.20 -19.78 -19.02 -63.00 33.95 - 128.62 33.72 -21.93 M O M E N T S, 18.07 5.00 18.07 18.07 5.00 18.07 18.07 5.00 18.07 18.07 5.00 18.07 -6.46 .00 5.49 .00 -7.48 .00 -.79 .00 21.93 .00 ADAPT -PT V- 6.08 ACI 9.93 5.00 9.93 9.93 5.00 9.93 9.93 5.00 9.93 9.93 5.00 9.93 S H EARS & REACT ION S < 5.2 SPAN SHEARS (k) > SH(1) SH(r) 5 6 -11.17 13.65 -4.46 15.92 -21.49 34.08 -33.14 17.00 > <- 5.4 COLUMN MOMENTS (k -ft) -> Lower columns Upper columns S H E A R S & R E A C T I O N S Z 1 Le W U 00 0) Ls. W 0 } u_Q Nn W Z � O LU • W 0 co O - O F W W W Z O F O Z Page 7 Note: * = face -of- support (RUN 4 AT GRID 15) ADAPT -PT V- 6.08 ACI __ < -- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> I W ft < left* > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> j SPAN max min max min max min left right U O -1 2 3 4 5 6 7 8 9 -- 1 -.83 -.83 2.14 2.14 -14.04 -14.04 -2.33 4.79 22 2 -14.16 -14.16 2.44 2.44 7.08 7.08 -5.31 .32 3 8.06 8.06 3.05 3.05 - 155.13 - 155.13 -.84 26.72 us e 4 - 185.69 - 185.69 103.27 103.27 -67.36 -67.36 -42.15 43.45 W 0 Note: g - * = Centerline moments u. 3 u) F W <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -ft) > Z < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min E"" - -1 2 3 4 5 6 7 - - -- w 1 2.33 .00 .00 -.83 .00 .00 U Ca 2 10.10 .00 .00 -.12 .00 .00 0 co 3 1.16 .00 .99 .00 .00 .00 C 4 68.87 .00 .00 -30.56 .00 .00 W W 5 43.45 .00 67.36 .00 .00 .00 H u. Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases iii U= OF- 2 7 -- MOMENTS REDUCED TO FACE -OF- SUPPORT 7.1 REDUCED DEAD LOAD MOMENTS (k -ft) SPAN <- left* -> <- midspan -> <- right* -> - -1 2 3 4 1 1.12 17.20 -10.35 2 -11.75 -19.02 -51.87 3 -55.08 33.95 - 104.25 4 - 105.75 33.73 -9.99 Page 8 (RUN 4 AT GRID 15) SPAN -1 1 2 3 4 7.2 REDUCED LIVE LOAD MOMENTS (k -ft) left* max 2 .73 -10.36 8.69 - 154.67 Note: * = face -of- support min 3 .73 -10.36 8.69 -154.67 < - - -- midspan - - - -> < right* max min max 4 5 6 2.13 2.13 2.44 2.44 3.05 3.05 103.25 103.25 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) s=e=ws = ==a =a = =aa as1ra212=mc271 a = = ==a a alia==s= = = == = ==x = = = =a =s===acs== = ==_ == == ==a== =rasa Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) SPAN - 1 1 2 3 4 Note: * = face -of- support For Cantilever: left* max 2 1.85 -22.11 -46.39 - 260.42 min 3 1.85 -22.11 -46.39 - 260.42 > < - - -- midspan max 4 19.33 -16.58 37.00 136.98 - - - -> < min 5 19.33 -16.58 37.00 136.90 9 - SELECTED POST- TENSIONING FORCES AND TENDON PROFILES ADAPT -PT V- 6.08 ACI -10.63 7.13 - 135.67 - 36.26 right* max 6 - 20.98 - 44.74 - 239.92 -46.25 min 7 -10.63 7.13 - 135.67 -36.26 min 7 -20.98 -44.74 - 239.92 -46.25 === =a ===== = = ===sa = =a= ==== == =assts == scam== == ====== == =a= =ar ======a =a = =a= ===== === 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon a Page 9 1 = simple parabola 2 = partial parabola 3 = harped tendon Z W Ce Q 2 9.2 T E N D O N P R O F I L E ,Wj U TYPE X1 /L X2 /L X3 /L A/L 0 0 1 2 3 4 5 2W 1 2 .100 .500 .100 .000 2 2 .100 .500 .100 .000 3 2 .100 .500 .100 .000 w 0 4 2 .100 .500 .100 .000 2 L u.? �'a W 9.3 - SELECTED POST- TENSIONING FORCES AND TENDON DRAPE Z Tendon editing mode selected: FORCE SELECTION 0 W < SELECTED VALUES > <- CALCULATED VALUES -> j 0 FORCE <- DISTANCE OF CGS (in) -> P/A Wbal t1 co SPAN (k / -) Left Center Right (psi) (k / -) 0 - - -1 2 3 4 5 6 7 W W 1 321.600 5.00 5.00 6.50 202.26 1.739 U 2 321.600 6.50 6.00 6.50 202.26 1.855 W ~O 3 321.600 6.50 3.50 6.50 202.26 2.227 Z 4 321.600 6.50 3.00 5.00 202.26 1.889 U Z 0 Z Approximate weight of strand Note: * = face -of- support (RUN 4 AT GRID 15) ADAPT -PT V- 6.08 ACI 9.5 R E Q,U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) 412.3 LB <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT -1 2 3 - - -- 4 5 6 7 - -- 1 .00 .00 .00 306.75 198.75 306.75 2 .00 .00 .00 306.75 306.75 306.75 3 .00 .00 .00 306.75 198.75 306.75 4 .00 174.40 .00 306.75 198.75 306.75 AA• Page 10 (RUN 4 AT GRID 15) 9.6 S E R V I C E SPAN - 1 1 2 3 4 Note: * n face -of- support 9.7 POST - TENSIONING SPAN - 1 1 2 3 4 < -- S P A N left* 2 131.83 138.83 169.92 196.33 Note: * - face -of- support <-- REACTIONS (k ) - -> -joint 2 1 -3.239 2 6.538 3 -1.900 4 -2.009 5 .611 10 - F A C T O R E D MOMENTS _ = = == =_x= == ==== = == = = === - -= == = _- c- -= Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) L E F T * TOP BOTTOM 2 3 - 239.95 67.14 - 226.15 42.02 - 231.63 52.00 -78.83 - 226.10 r BALANCED MOMEN MOMENTS midspan 3 -15.22 4.91 -30.38 -35.18 CENTER TOP BOTTOM 4 5 - 220.90 - 183.63 - 149.45 - 255.08 - 232.25 - 172.28 - 663.28 258.75 (k -ft) - -> right* 4 142.08 161.92 194.33 144.92 & R E A C T I O N S ADAPT -PT V- 6.08 ACI S T R E S S E S (psi) (tension shown positive) R I G H T * TOP BOTTOM 6 7 -- - 229.69 48.47 - 226.52 42.69 -93.94 - 198.59 - 211.43 15.23 T S, SHEARS & REACTIONS < -- SPAN SHEARS (k ) - -> SH(1) SH(r) 5 6 3.24 3.24 -3.30 -3.30 -1.40 -1.40 .61 .61 < -- COLUMN MOMENTS (k -ft) - -> Lower columns Upper columns 2.192 .000 -3.273 .000 4.413 .000 1.351 .000 - 12.383 .000 , Page 11 10.1 FACTORED DESIGN MOMENTS (k -f t) ti (RUN 4 AT GRID 15) ADAPT -PT V- 6.08 ACI ZZ a < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min w CL - 1 2 3 4 5 6 7 6D 1 2.39 2.39 12.49 12.49 -62.94 -62.94 -J U 2 -67.58 -67.58 -44.35 -44.35 -70.92 -70.92 0 0 3 -65.01 -65.01 62.54 62.54 - 355.23 - 355.23 u) _ 4 - 387.79 - 387.79 241.19 241.19 -63.95 -63.95 F - Note: u- 0 * " face -of- support 2 u.Q 10.2 SECONDARY MOMENTS (k -ft) U) i3 SPAN < -- left* - -> <- midspan -> < -- right* - -> W - 1 • - - - - -2 3 4 ? 1. -.24 -15.22 -30.20 2 -33.42 -21.88 -10.33 O 3 -2.41 9.82 22.06 ILI al 4 24.00 18.42 12.84 U a 0- C)1.- W uJ LLO 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -ft) U N ( < -- LOWER column - -> < -- UPPER column - -> T JOINT max min max min max min 17: F- - 1 2 3 4 5 6 7 Z 1 16.36 12.40 -6.85 -8.26 .00 .00 2 49.06 31.89 4.42 4.21 .00 .00 3 52.44 50.47 -4.38 -6.06 .00 .00 4 209.18 92.10 .25 -51.70 .00 .00 5 98.28 24.41 132.83 18.32 .00 .00 Note: * a face -of- support 11 - M I L D S T E E L ===================== === === ==== ====== == ==== == == ===== Ste== ==== == =�•___.- ==== = === == Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in Page 12 REINFORCEMENT based on NO REDISTRIBUTION of factored moments TOTAL WEIGHT OF REBAR = 540.0 lb 11.2.1 S T E E L A T M I D - S P A N T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > (in ^2) < - - -ULT TENS > - - 1 2 3 4 5 6 7 8 9 - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) 2.62 ( 1.77 2.62 .00) 11.3.1 S T E E L A T S U P P O R T S T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in ^2) < - - -ULT MIN > (inA2) < - - -ULT MIN > - - 1 2 3 4 5 6 7 8 9 - -- 1 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 2 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 3 1.71 ( .00 1.71 .00) .00 ( .00 .00 .00) 4 5.86 ( 5.86 1.78 .00) .00 ( .00 .00 .00) 5 1.78 ( .00 1.78 .00) .00 ( .00 .00 .00) 11 - M I L D S T E E L Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments 11.5 TOTAL WEIGHT OF REBAR = 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) REDISTRIBUTION < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> COEFFICIENT( %) SPAN max min max min max min left right - 1 2 3 4 5 6 7 8 9- (RUN 4 AT GRID 15) ADAPT -PT V- 6.08 ACI 540.7 lb AVERAGE _ .7 psf AVERAGE = .7 psf Page 13 1 3.29 3.29 18.93 18.93 -50.97 -50.97 .00 15.29 Z 2 -58.92 -58.92 -35.70 -35.70 -62.27 -62.27 15.29 15.29 3 -53.05 -53.05 62.02 62.02 - 368.23 - 368.23 14.74 7.97 4 - 351.59 - 351.59 260.00 260.00 -62.52 -62.52 7.97 .00 a CC 2 Note: V * = face -of- support (0 0 LU 11.7.1 R E D I S T R I B U T E D STEEL A T M I D - S P A N Wu. T 0 P BOTTOM W 0 As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA 2 SPAN (inA2) < - - -ULT TENS > (inA2) < - - -ULT TENS > - -1 2 3 4 5 - -•- 6 7 8 9 - - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) N d 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) W 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) Z 4 .00 ( .00 .00 .00) 2.62 ( 2.19 2.62 .00) d tU W 11.8.1 R E D I S T R I B U T E D STEEL A T S U P P O R T S U CI T 0 P BOTTOM p N As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA 01x JOINT (inA2) < - - -ULT MIN > (inA2) < - - -ULT MIN > W W - -1 2 3 4 5 6- 7 8 9 - - -- 1 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) u.5 2 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) ti.Z 3 1.71 ( .00 1.71 .00) .00 ( .00 .00 .00) 0 N 4 5.29 ( 5.29 1.78 .00) .00 ( .00 .00 .00) 0 5 1.78 ( .00 1.78 .00) .00 ( .00 .00 .00) Z 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [inA2] -- 1 - - - -2 3 4 - - - -5 6 7 1 1 T 4# 6 x 5'0" 1.76 1 2 T 4# 6 x 18'0" 1.76 3 3 T 7# 6 x 12'0" 3.08 3 4 T 6# 6 x 6'0" 2.64 4 5 T 5# 6 x 7'0" 2.20 4 6 B 5# 5 x 12'0" 1.55 4 7 B 4# 5 x 9'0" 1.24 (RUN 4 AT GRID 15) ADAPT -PT V- 6.08 ACI Page 14 Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 STEEL DISPOSITION - TOP BARS SPAN 1 - 1 2 3 3 3 4 4 4 SPAN - -1- 4 4 .fi11041Y'14Y'b'? =•:, >r -cyr:x w.. ID LOCATION - -2 3 1 LEFT 2 RIGHT 2 FULL 2 LEFT 3 RIGHT 4 RIGHT 5 LEFT 5 RIGHT 6 LEFT TOP STEEL NUM BAR LENGTH [ft] - - 4 - - - -5 6 4 # 6 x 5'0" 4 # 6 x 4'0" 4 # 6 x 8'6" 4 # 6 x 6'0" 7 # 6 x 6'0" 6 # 6 x 3'0" 7 # 6 x 6'0" 5 # 6 x 7'0" 6 # 6 x 1'0" 11.5.2 STEEL DISPOSITION - BOTTOM BARS BOTTOM STEEL ID LOCATION I NUM BAR LENGTH [ft] - -2 3 I 4 - - - -5 6 6 CENTER I 5 5 x 12'0" 7 CENTER I 4# 5 x 9'0" 12 - P U N C H I N G SHEAR C H E C K LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) (RUN 4 AT GRID 15) ADAPT -PT V- 6.08 ACI == = =CJ L=== = = ==ass = = = = = = = = ===MM i==== ==========___ _ = = = = =a= = = == ==== = = = = == === = = = = == LY. W 0 0 2 O W CO LL W 0 LL S2 a D F n = p 0- 0 F- Ww u. LU Z t- 0 Z Page 15 CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) JNT COND. 1 - - - -2 1 2 2 1 3 1 4 1 5 2 SPAN - 1 1 2 3 4 5 = EDGE BEAM, WALL, OR OTHER NON- CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR FACTORED ACTIONS shear moment k k - ft 3 4 16.36 8.26 49.06 4.42 52.44 6.06 209.18 51.70 98.28 132.83 2 3 .01 .00 -.01 .00 .02 .00 .03 .01 (RUN 4 AT GRID 15) ADAPT -PT V- 6.08 ACI <- PUNCHING SHEAR STRESSES IN psi-> due to due to shear moment 5 6 14.68 4.30 25.11 .57 26.84 .78 107.08 6.69 88.19 4.07 13- MAXIMUM SPAN DE FLECT IONS 4 .01(16882) .00(20733) .01(16225) .02(12440) TOTAL 7 18.98 25.69 27.63 113.77 92.26 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY .00( * * * * *) -.02( 9304) .11( 2223) allow- able 8 240.42 233.28 233.28 233.28 240.42 Concrete's modulus of elasticity Ec = 4030.50 ksi Creep factor K = 2.00 Ieffective /Igross...(due to cracking) K = 1.00 Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP 5 6 .01(15861) .00(23719) - .01(21814) .13( 1886) .08 2 .11 2 .12 2 .49 2 .38 2 STRESS RATIO CASE 9 10- w O 0 �o N W w 0 O LLJ W U � Q N TW U1 U. O z w F � 0 Z ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 8.08 Date: 2R /01 Time: 8:03:11 AM File: RUN 5AT GRID 13 1 PROJECT TITLE COMFORT SUITES HOTEL, TUKWILA WASHINGTON 1.1 DESIGN STRIP RUN 5 AT GRID 13 2 - MEMBER ELEVATION 9 (ft] 20.25 12.50 O 1950 O 20.00 1125 J JL 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 4 - TENDON PROFILE 0 5111X111 5111X110 ( � 41117c11r,' Q5o01t124 tp51111X11b- 0 a11xee- 4.2 Datum Line 4.3 CGS Distance (In) •• 4.5 Force 132 (021 11 Mat 5 - BOTTOM REBAR -- 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected .., . (!2111 Mat (221COO (22111 90/1 , .... 8 - REQUIRED & PROVIDED BARS 9.1 Top Bata nu 182 1. az 100 1.110 1 (tnl 1. provided 1 0. 8.2 Bottom Bats 400 0.00 000 OW 000 7 PUNCHING SHEAR • - ; --� OKsAcceptable I NGG'No Good ! I I l •-n applicable i or not performed i I i s • 7.1 Stress Rath ' .18 ' .2 4 ; .18 .24 ' .24 i ■ s i ■ 7.2 Status • OK ' OK ' OK ' OK ' OK 8 - Stressing End -f Dead End 9 - DESIGN PARAMETERS 8.1 Code: ACI f - 5 ksl f, is 80 ksi (longitudinal) f„ a 68.72 ksi (shear) f al 270 ksi 9.2 Reber Cover: Top = 1 in Bottom :s 1 In Rebar Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: f = .8 f 9.4 Strand Area a .153 in` 10 - DESIGNER'S NOTES :4 n ., ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 7,2001 At Time: 8:13 PROJECT FILE: RUN 5AT GRID 13 P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 5 AT GRID 13 1 -USER SPECIFIED GENERAL DESIGN PARAMETERS CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 3605.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in POST - TENSIONING: ,: Page 2 (RUN 5AT GRID 13) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) S P A N -1 1 2 3 4 5 2 - I N P U T G E O M E T R Y == = = = = =m = ==== ====== ===== ===u==== =yam== = =as =MAIIMM Mm:sase = = = = = = = == =rte =sa FI 0I RI LENGTHI WIDTH MI ft I in 3 - - - -4 5 1 20.25 159.00 10.00 1 12.50 159.00 10.00 1 19.50 159.00 10.00 1 20.00 159.00 10.00 1 17.25 159.00 10.00 LEGEND: 1 - SPAN C m Cantilever TWO -WAY YES YES 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 in ^2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) I TOP IBOTTOM /MIDDLE( 1 1 FLANGE I FLANGE 1 REF 1 MULTIPLIER DEPTHI width thick.I width thick.IHEIGHTI left right in I in in I in in I in 1 6 7 8 9 10 - - - -11 12- - - -13- 10.00 .50 .50 10.00 .50 .50 10.00 .50 .50 10.00 .50 .50 10.00 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line q Page 3 (RUN 5AT GRID 13) 2.1.5 - D R O P C A P A N D D R O P PANEL D A T A ______ = = = - -= = = __ CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPS DROPL DROPR JOINT in in in in in in in in in - -1 2 3 4 5 6 7 8 9 10- 1 28.00 48.00 .00 24.00 .00 .00 .00 .00 .00 2 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 6 28.00 48.00 24.00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPE m Transverse Width CAPDL = Extension left of joint CAPDR = Extension right of joint 2.2 - S U P P O R T SUPPORT < WIDTH LENGTH JOINT in ft - -1 2 3 1 18.00 15.00 2 18.00 15.00 3 18.00 15.00 4 18.00 15.00 5 18.00 15.00 6 18.00 15.00 W I D T H A N D LOWER COLUMN B(DIA) D in in 4 5 6 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPB = Transverse Width DROPL m Extension left of joint DROPR m Extension right of joint CBC* COLUMN DATA LENGTH ft 7 .00 .00 .00 .00 .00 .00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 ADAPT -PT V- 6.08 ACI UPPER COLUMN > B(DIA) D CBC* in in 8 9--- -10 - -- .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) Z I W O 0 . 0 ww w g u. _Log w Z � LU • W O • N O 1-- WW u. t1J Z U O F- Z Page 4 (RUN 5AT GRID 13) ADAPT -PT V- 6.08 ACI Z Z W 3 - I N P U T APPLIED P P .L I E D LOA I N G a __________ _____ ..=_. _.______= 00 0 <--- CLASS - - -> < TYPE > 3 W D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM J L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT taw Li= LINE LOAD 11. 10 SW= SELF WEIGHT Computed from geometry input and treated as dead loading 2 Unit selfweight W = 150.0 pcf 1 - D Intensity ( From ... To ) ( M or C ...At) Total on Trib To SPAN CLASS TYPE k /ftA2 ( ft ft ) (k -ft or k ...ft) k /ft W -1 2 3 4 5 6 7 8 9 ? 1 L U .100 .00 2.00 1.325 O 1 L U .100 2.00 18.25 1.325 ? Q 1 1 L U .100 18.25 20.25 1.325 1 D U .024 .00 2.00 .318 O N 1 D U .024 2.00 18.25 .318 o i- 1 D U .024 18.25 20.25 .318 W W 1 SW P .00 2.00 2.556 H 1 SW P 2.00 18.25 1.656 u. 0 1 SW P 18.25 20.25 2.556 .:Z cu - U 2 L U .100 .00 2.00 1.325 O p 2 L U .100 2.00 10.50 1.325 Z 2 L U .100 10.50 12.50 1.325 2 D U .024 .00 2.00 .318 2 D U .024 2.00 10.50 .318 2 D U .024 10.50 12.50 .318 2 SW P .00 2.00 2.556 2 SW P 2.00 10.50 1.656 2 SW P 10.50 12.50 2.556 3 L U .100 .00 2.00 1.325 3 L U .100 2.00 17.50 1.325 3 L U .100 17.50 19.50 1.325 3 D U .024 .00 2.00 .318 3 D U .024 2.00 17.50 .318 3 D U .024 17.50 19.50 .318 3 SW P .00 2.00 2.556 3 SW P 2.00 17.50 1.656 Page 5 (RUN 5AT GRID 13) ADAPT -PT V- 6.08 ACI 3 SW P 17.50 19.50 2.556 Z 4 L U .100 .00 2.00 1.325 F �Z 4 L U .100 2.00 18.00 1.325 Or 4 L U .100 18.00 20.00 1.325 U 4 D U .024 .00 2.00 .318 0 Q 4 D U .024 2.00 18.00 .318 N 4 D U .024 18.00 20.00 .318 CO W 4 SW P .00 2.00 2.556 4 SW P 2.00 18.00 1.656 011. 4 SW P 18.00 20.00 2.556 W 0 2 5 L U .100 .00 2.00 1.325 1-i 5 L U .100 2.00 15.25 1.325 5 L U .100 15.25 17.25 1.325 03 5 D U .024 .00 2.00 .318 W 5 D U .024 2.00 15.25 .318 g- 5 D U .024 15.25 17.25 .318 PI. 5 SW P .00 2.00 2.556 5 SW P 2.00 15.25 1.656 = Q 5 5 SW P 15.25 17.25 2.556 0 F- WW 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING U , u. ~O Z UNIFORM 0 N (k /ft ^2), ( CON. or PART. ) ( MOMENT ) O SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) 0 -1 2 3 4 5 6 7 8 1 L U .100 1 D U .024 2 L U .100 2 0 U .024 3 L U .100 3 D U .024 4 L U .100 4 D U .024 5 L U .100 5 D U .024 NOTE: SELFWEIGHT INCLUSION REQUIRED Page 6 (RUN 5AT GRID 13) ADAPT -PT V- 6.08 ACI 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S ====== 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A= cross- sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in "2 inA4 in in 2 3 4 5 SPAN 1 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 2 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 3 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 4 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 5 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 5 - D E A D L O A D MOMENTS, S H E A R S & R E A C T I O N S =________________ < 5.1 SPAN M O M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) -1 2 3 4 5 6 1 -29.10 43.86 -89.16 -18.82 24.76 2 -74.53 -16.47 -39.13 -16.97 11.31 3 -50.22 27.95 -85.17 -19.26 22.84 Page 7 4 5 1 2 3 4 5 6 6 - L I V E 1 -19.16 2 -48.50 3 -32.53 4 -53.91 5 -53.77 JOINT - - 1 1 2 3 4 5 6 - 82.00 - 82.39 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) - -1 2 left* SPAN max - 1 2 18.82 41.73 30.56 44.50 44.16 14.92 < -- 6.1 L I V E Note: * = Centerline moments max 2 11.49 25.50 18.13 27.46 27.14 8.88 19.64 26.52 L O A D M O M E N T S, S H E A R S & R E A C T I O N S sa= rs== cs======== s =e = =a == = = ==== = = == == = === = :=n =s= ====seta= a=x= ========= -= M==== === L 0 A D SPAN MOMENTS (k -f t) and SHEAR FORCES (k) - -> > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> min max min max 3 4 5 6 -19.16 29.21 29.21 -58.24 -48.50 -10.94 -10.94 -25.13 -32.53 18.72 18.72 -55.99 -53.91 13.24 13.24 -52.11 -53.77 17.51 17.51 -9.77 <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k ft) > < - -- LOWER COLUMN -- -> < - -- UPPER COLUMN > min 3 .00 .00 .00 .00 .00 .00 (RUN 5AT GRID 13) ADAPT -PT V- 6.08 ACI -79.75 -15.04 -21.66 • -22.73 > <- 5.4 COLUMN MOMENTS (k -ft) -> Lower columns - -- -Upper columns -29.10 .00 14.63 .00 -11.09 .00 3.17 .00 -2.64 .00 15.04 .00 max 4 .00 9.74 .00 2.09 .00 9.77 min 5 -19.16 .00 -7.40 .00 -1.66 .00 max 6 .00 .00 .00 .00 .00 .00 21.43 14.92 min left right 7 8 9 -58.24 -11.49 15.35 -25.13 -10.15 6.41 - 55.99 -11.72 14.12 - 52.11 -13.34 13.16 -9.77 -13.98 8.88 min 7 -- .00 .00 .00 .00 .00 .00 1 Page 8 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7 - MOMENTS ===================== SPAN -1 1 2 3 4 5 Note: * a 1 -10.92 2 -41.27 3 -24.12 4 -44.27 5 -43.66 === = =_= = =___= SPAN 7.1 REDUCED DEAD LOAD MOMENTS (k -f t) <- left* 2 - 15.79 -62.61 -36.58 - 66.57 - 66.14 face -of- support left* SPAN max -1 - -• 2 7.2 REDUCED Note: * = face -of- support left* max REDUCED TO FACE -OF- SUPPORT _ (RUN 5AT GRID 13) =----..===================================== -> <- midspan -> <- right* -> 3 4 min 3 -10.92 -41.27 -24.12 -44.27 -43.66 min 43.87 -71.40 -16.47 -31.46 27.95 -68.84 19.64 -64.48 26.52 -4.66 LIVE LOAD MOMENTS (k -f t) < - - -- midspan - - - -> max min 4 5 29.22 29.22 -10.93 -10.93 18.72 18.72 13.24 13.24 17.51 17.51 8 - SUM OF DEAD AND LIVE MOMENTS (k -f t) =__ Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) < - - -- midspan - - - -> max min ADAPT -PT V- 6.08 ACI < right* max 6 - 47.11 -20.69 -45.77 - 42.62 -3.48 < right* max min 7 - 47.11 - 20.69 -45.77 -42.62 -3.48 min Page 9 -1 2 3 4 5 6 7 1 -26.71 -26.71 73.08 73.08 - 118.51 - 118.51 2 - 103.88 - 103.88 -27.40 -27.40 -52.15 -52.15 3 -60.70 -60.70 46.67 46.67 - 114.62 - 114.62 4 - 110.84 - 110.84 32.88 32.88 - 107.10 - 107.10 5 - 109.80 - 109.80 44.03 44.03 -8.14 -8.14 Note: face -of- support 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES as === = ===a = === ==== = = = = = =__ =_ == = = = = = = == = = =__= = = = =a= = == = = == =_ == = == = = == = == a = = = =a^ 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 - reversed parabola 2 s simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 - simple parabola 2 = partial parabola 3 = harped tendon 9.2 T E N D O N P R O F I L E TYPE X1 /L X2 /L X3 /L A/L 1 2 3 4 5 1 2 .100 .500 .100 .000 2 2 .100 .500 .100 .000 3 2 .100 .500 .100 .000 4 2 .100 .500 .100 .000 5 2 .100 .500 .100 .000 9.3 - SELECTED POST- TENSIONING FORCES AND TENDON DRAPE == _ _ _■____■■■■____ Tendon editing mode selected: FORCE SELECTION SELECTED VALUES > <- CALCULATED VALUES -> 4. i (RUN 5AT GRID 13) ADAPT -PT V- 6.08 ACI Page 10 (RUN 5AT GRID 13) ADAPT -PT V- 6.08 ACI FORCE <- DISTANCE OF CGS (in) -> P/A Wbal Z SPAN (k / -) Left Center Right (psi) (k / -) - -1 2 3 4 5 6 7 1 321.600 5.00 3.25 6.50 202.26 1.634 W ce W 2 321.600 6.50 5.50 6.50 202.26 1.715 a 3 321.600 6.50 4.25 6.50 202.26 1.586 00 4 321.600 6.50 4.00 6.50 202.26 1.675 t� 0 5 321.600 6.50 4.00 5.00 202.26 1.576 W W J 0 u Approximate weight of strand 625.3 LB uj 2 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) u. j OF, <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> W SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT Z - - 1 2 3 4 5 6 7 - - -- 1 .00 .00 .00 306.75 198.75 306.75 h W WI 2 .00 .00 .00 306.75 198.75 306.75 3 .00 .00 .00 306.75 198.75 306.75 0 0 4 .00 .00 .00 306.75 198.75 306.75 p N 5 .00 .00 .00 306.75 198.75 306.75 01 - iil L Note: F * = face -of- support u. ..Z 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) F F O Z L E F T * C E N T E R R I G H T * SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - -- 1 - 228.44 46.19 - 368.85 -35.68 - 180.59 -40.90 2 - 185.33 -32.27 -88.05 - 316.48 - 212.09 16.43 3 - 208.95 10.72 - 298.27 - 106.26 - 182.29 -37.80 4 - 186.05 -30.95 - 249.78 - 154.75 - 186.39 -30.34 5 - 183.46 -35.66 - 297.77 - 106.76 - 236.78 61.38 Note: * = face -of- support 9.7 POST- TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) - -> Page 11 SPAN left* midspan right* SH(1) SH(r) -1 2 3 4 5 6 1 146.25 -36.29 179.33 .38 .38 2 170.50 2.18 151.67 1.72 1.72 3 156.33 - 2.5.46 177.50 -1.18 -1.18 4 178.42 -22.39 175.08 .18 .18 5 174.17 -22.94 138.00 -.25 -.25 Note: * = face -of- support <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> -joint 2 Lower columns Upper columns 1 -.382 14.467 .000 2 -1.334 -7.240 .000 3 2.892 5.099 .000 4 -1.357 .098 .000 5 .435 -.947 .000 6 -.255 -6.054 .000 10 - F A C T O R E D MOMENTS & REACT ION S ata == aaa= =a= =aaz == ==== == =a aaa == = = =aflan=a a == == =:=s = =a a aaa a s == = = ===== a s as = = = = == =.a Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 -7 1 -27.11 -27.11 121.68 121.68 - 173.64 - 173.64 2 - 159.79 - 159.79 -52.87 -52.87 - 100.07 - 100.07 3 - 108.71 - 108.71 65.58 65.58 - 169.50 - 169.50 4 - 162.97 - 162.97 54.42 54.42 - 160.56 - 160.56 5 - 165.24 - 165.24 70.76 70.76 -6.84 -6.84 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -ft) •1 (RUN 5AT GRID 13) ADAPT -PT V- 6.08 ACI Page 12 SPAN < -- left* - -> <- midspan -> < -- right* - -> -1 2 3 4 1 14.18 10.60 7.03 Z 2 -1.78 -11.22 -20.66 3 -15.96 -5.37 5.23 4 6.08 4.41 2.74 CC 5 1.85 3.86 5.86 a U UO Note: co 0 * m face -of- support _ N LL W } O } 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -ft) g : J. (k) < -- LOWER column - -> < -- UPPER column - -> tt JOINT max min max min max min N d -1 2 3 4 5 6 7 1 45.50 25.97 -26.27 -58.84 .00 .00 = 2 100.44 57.09 29.80 13.23 .00 .00 ? 3 76.50 45.68 -10.43 -23.01 .00 .00 O12 4 107.63 60.94 8.08 4.53 .00 .00 ? 0 5 108.40 62.26 -4.64 -7.47 .00 .00 6 35.72 20.63 31.61 15.00 .00 .00 0 N aH FW P 11 - M I L D S T E E L ====== ... :...... yam.. .... =......aazaasassmam =oa :.... .....a=amaaaa+.a =aaa =.a i l 0 Ill Z Support cut -off length for minimum steel(length /span) .17 ()- N Span cut -off length for minimum steel(length /span) .33 Q Top bar extension beyond where required 12.00 in Z Bottom bar extension beyond where required 12.00 in (RUN 5AT GRID 13) ADAPT -PT V- 6.08 ACI REINFORCEMENT based on NO REDISTRIBUTION of factored moments TOTAL WEIGHT OF REBAR = 427.3 lb AVERAGE = . psf 11.2.1 S T E E L A T M I D - S P A N T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > (in ^2) < - - -ULT TENS > - -1 2 3 4 5 6 7 8 9 - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 7 y. WAN Page 13 (RUN 5AT GRID 13) 2 .00 3 .00 4 .00 5 .00 .00 .00 .00 .00 Note: * = face -of- support .00 .00 .00 .00 1 1.82 ( .00 1.82 2 1.82 ( .00 1.82 3 1.75 ( .00 1.75 4 1.80 ( .00 1.80 5 1.80 ( .00 1.80 6 1.55 ( .00 1.55 11 - M I L D S T E E L Support cut -off length for minimum steel(length /span) Span cut -off length for minimum steel(length /span) Top bar extension beyond where required Bottom bar extension beyond where required 11.5 TOTAL WEIGHT OF REBAR = .00) .00) .00) .00) .00 .00 .00 .00 427.3 lb AVERAGE 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> SPAN max min max min max min -1 2 3 4 5 6 7 1 -25.98 -25.98 136.83 136.83 - 144.45 - 144.45 2 - 159.43 - 159.43 -53.63 -53.63 - 101.94 - 101.94 3 -87.39 -87.39 90.82 90.82 - 140.34 - 140.34 4 - 141.55 - 141.55 75.98 75.98 - 138.86 - 138.86 5 - 137.32 - 137.32 85.35 85.35 -5.57 -5.57 11.7.1 R E D I S T R I B U T E D STEEL AT M I D - S P A N ADAPT -PT V- 6.08 ACI .00 .00 .00 .00 .00 .00 .00 .00 11.3.1 S T E E L A T S U P P O R T S T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (inA2) < - - -ULT MIN > (in ^2) < - - -ULT MIN - -1 2 3 4 5 6 7 8 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .17 .33 12.00 in 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments .00) .00) .00) .00) 9 - -- .00) .00) .00) .00) .00) .00) =========== =112MIN=M a sa =maam =aa=aaa a == as = == uma..mam saaa raa == i a r =aaae ==aa a== =Ma=m=a .4 psf REDISTRIBUTION COEFFICIENT( %) left right 8 9- .00 13.96 13.96 14.74 14.74 14.16 14.16 14.23 14.23 .00 Page 14 T 11 (RUN 5AT GRID 13) ADAPT -PT V- 6.08 ACI T 0 P BOTTOM Z As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA (in ^2) < - - -ULT TENS > (in ^2) < - - -ULT TENS > -1 2 3 4 5- 6 7 8 9- l 1 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) U 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) U O 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) p 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) W W 5 .00 ( .00 .00 .00) .00 ( .00 .00 .00) Wu. WO 11.8.1 R E D I S T R I B U T E D STEEL AT S U P P O R T S 2 T O P B O T T O M g n As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in ^2) < - - -ULT MIN > (in ^2) < -- -ULT MIN > p - - 1 2 3 4 5 6 7 8 9 - - -- W 1 1.82 ( .00 1.82 .00) .00 ( .00 .00 .00) Z 2 1.82 ( .00 1.82 .00) .00 ( .00 .00 .00) O 3 1.75 ( .00 1.75 .00) .00 ( .00 .00 .00) 4 1.80 ( .00 1.80 .00) .00 ( .00 .00 .00) a 0 5 1.80 ( .00 1.80 .00) .00 ( .00 .00 .00) 6 1.55 ( .00 1.55 .00) .00 ( .00 .00 .00) p N OH 11.2.2 & 11.3.2 SELECTION OF REBAR W W L lO SPAN ID LOCATION NUM BAR LENGTH (ft] AREA (in ^2] Z -- 1---- 2- -• - - -3 4 - - - -5 6 7 W (A 1 1 T 5# 6 x 7'6" 2.20 H gt 1 2 T 5# 6 x 11'6" 2.20 Z 2 3 T 4# 6 x 11'6" 1.76 3 4 T 5# 6 x 12'0" 2.20 4 5 T 5# 6 x 11'6" 2.20 5 6 T 4# 6 x 6'6" 1.76 Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. s.� Page 15 11.5.1 .II Et+i.�.F STEEL DISPOSITION - TOP BARS TOP STEEL SPAN ID LOCATION NUM BAR LENGTH [ft] - -1 - - -- - -2 3 --- 4 - - - -5 6 1 1 LEFT 5# 6 x 7'6" 1 2 RIGHT 5# 6 x 6'6" 2 2 LEFT 5# 6 x 5'6" 2 3 RIGHT 4# 6 x 5'6" 3 3 LEFT 3 4 RIGHT 4 # 6 x 6'0" 5 # 6 x 6'0" 4 4 LEFT 5# 6 x 6'0" 4 5 RIGHT 5# 6 x 6'0" 5 5 LEFT 5 6 RIGHT (RUN 5AT GRID 13) ADAPT -PT V- 6.08 ACI 5 # 6 x 5'6" 4 # 6 x 6'6" 11.5.2 STEEL DISPOSITION - BOTTOM BARS I BOTTOM STEEL I SPAN I ID LOCATION I NUM BAR LENGTH [ft)! -- 1-- - -1 - -2 3 I--- 4 - - - -5 6 I 12 - P U N C H I N G S H E A R C H E C K = =m= cos===========a a======= m== = == =.:. == == = = ==a = = = == ___ = = ==== == === ===== = == == = = === LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) f Page 16 JNT COND. - 1 - - - -2 1 2 2 1 3 1 4 1 5 1 6 2 FACTORED ACTIONS shear moment k k -ft 3 4 45.50 58.84 100.44 29.80 76.50 23.01 107.63 8.08 108.40 7.47 35.72 31.61 13- MAXIMUM SPAN DE FLECT I ONS (RUN 5AT GRID 13) ADAPT -PT V- 6.08 ACI <- PUNCHING SHEAR STRESSES IN psi -> due to due to shear moment 5 6 40.83 2.58 51.41 3.86 39.16 2.98 55.09 1.05 55.49 .97 32.06 5.84 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY ======= 1===111i========a =a a = == = == s ================================= Concrete's modulus of elasticity Ec a 4030.50 ksi Creep factor K Ieffective /Igross...(due to cracking) Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL +PT+CREEP LL DL +PT +LL +CREEP 1 2 3 4 1 .05 .02 2 -.01 -.01 3 .02 .01 4 .01 .00 5 .02 .01 .05( 5296) -.02( 8960) .02(11394) - .01(30957) .02( 8950) TOTAL 7 43.41 55.27 42.14 56.14 56.45 37.89 240.42 233.28 233.28 233.28 233.28 240.42 2.00 K 1.00 5 6 .03( 7948) - .01(19457) .01(15978) .01(37237) .01(15630) .08( 3178) -.02( 6134) .04( 6651) .00( * * * * *) .04( 5691) .18 .24 .18 allow- STRESS able RATIO CASE 8 9 10 - 2 2 2 .24 2 .24 2 .16 2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 6.08 Date: 2/7/01 Time: 8:40:57 AM File: RUN 8 AT GRID 11 1• PROJECT TITLE COMFORT SUITES HOTEL, TUKWILA WASHINGTON 1.1 DESIGN STRIP RUN 6 AT GRID 11 2 - MEMBER ELEVATION 0 0 1200 MI 7.00 17.50 15 25 0 1 15 ,, ' e'"" t ! I 3 - TOP REBAR 3.1 User selected 3.2 User selected . 3.3 ADAPT select 3.4 ADAPT selected Quextre• 4 - TENDON PROFILE ' , • Quemoy' 0 WM* 0 woe 0 oexste ... • 4.2 Datum Line 4.3 CGS DIstance PM 4.5 Force Iniseco .-... l 5- BOTTOM REBAR . . 5.1 User selected .. , 5.2 User selected _ 5.3 ADAPT selected 5.4 ADAPT selected rnieb42,1 . . - . , : .y. .. Pvs421 _ - . • rmle4M • . ... Mile* i , . . 6 - REQUIRED & PROVIDED BARS num cm tm 1.58 1 to 8.1 Top Bars 24 l 1.5-- provided i 6.2 Bottom Bars o . ew ow ow ow ow 7 PUNCHING SHEAR - OK-Acceptable NG-No Good ' applicable or not performed i 7.1 Stress Ratio i .01 .19 .2 .13 .15 , . . 7.2 Status ' OK • OK ' OK ' OK • OK 8 - LEGEND -4 Stressing End -I Dead End 9 DESIGN PARAMETERS 9.1 Code: ACI f 32 5101 f - 60 ksi (longitudinal) f, to 66.72 ksi (shear) f,- 270 ksi 9.2 Rebar Cover Top 1 In Bottom a I In Rebar Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: t al .8 f„, 9.4 Shand Area a .153 In 10 - DESIGNER'S NOTES • IV* -/7 ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST- TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 7,2001 At Time: 8:40 PROJECT FILE: RUN 6 AT GRID 11 P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 6 AT GRID 11 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S sass :samssr ar aaam asa �srtaaa t ==== ==== as =se samaseaea T a sa =- mosses= r_=rr - area CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 3605.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom POST- TENSIONING: 6.000 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in `, 1 Z I M W 00 ND �W NW W D u. Nd W Z O G i p U 0 — O 1- W � u' ;AZ U= ~ O F- Z 4 Page 2 (RUN 6 AT GRID 11) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y TWO -WAY YES YES M IMs =masaas 3===== ======== === anent========== MM=== u==M== =m=an = = =a = = =aaa = = ===fawn= S P A N 1 1 2 3 4 5 Fl I 01 I RI LENGTH) WIDTH MI ft I in 3 - - - -4 5 1 7.00 159.00 1 17.50 159.00 1 15.25 159.00 1 7.75 159.00 1 12.00 159.00 LEGEND: 1 - SPAN C = Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS I TOP )BOTTOM /MIDDLE.) 1 I FLANGE I FLANGE I REF I MULTIPLIER DEPTH) width thick.) width thick.IHEIGHTI left right in I in in I in in I in I 6 7 8 9 10 - - - -11 12- - - -13- 10.00 10.00 10.00 10.00 10.00 ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 inA2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) 10.00 10.00 10.00 10.00 10.00 . 50 .50 .50 .50 .50 .50 .50 .50 . 50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line Page 3 (RUN 6 AT GRID 11) 2.1.5 - D R O P C A P A N D D R O P P A N E L D A T A _________ _- -_____ _ - - - -= CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR JOINT in in in in in in in in in - -1 2 3 4 5 6 7 8 9 10- 1 28.00 48.00 .00 24.00 .00 .00 .00 .00 .00 2 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 6 28.00 48.00 24.00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPB = Transverse Width CAPDL = Extension left of joint CAPDR = Extension right of joint 2.2 - S U P P O R T SUPPORT < WIDTH LENGTH JOINT in ft - - 1 2 3 1 18.00 15.00 2 18.00 15.00 3 18.00 15.00 4 18.00 15.00 5 18.00 15.00 6 18.00 15.00 W I D T H A N D LOWER COLUMN B(DIA) in 4 18.00 18.00 18.00 18.00 18.00 18.00 D in 5 .00 .00 .00 .00 .00 .00 ADAPT -PT V- 6.08 ACI DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPS = Transverse Width DROPL = Extension left of joint DROPR - Extension right of joint C O L U M N D A T A > < UPPER COLUMN CBC* LENGTH B(DIA) D CBC* ft in in 6 7 8 9- - - -10- (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) Page 4 (RUN 6 AT GRID 11) ADAPT -PT V- 6.08 ACI 3 L U .100 .00 2.00 1.325 3 L U .100 2.00 13.25 1.325 3 L U .100 13.25 15.25 1.325 3 D U .024 .00 2.00 .318 3 D U .024 2.00 13.25 .318 3 D U .024 13.25 15.25 .318 3 SW P .00 2.00 2.556 3 SW P 2.00 13.25 1.656 Z 1 W - I N P U T CZ T A P P L I E D LOAD I N G 6 D = a == as =aa = = = = =_______ =__ =_______ --_ = =_ == =_ - 0 V < - -- CLASS - - -> < TYPE > O b) W D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Mu_ Li LINE LOAD W O SW= SELF WEIGHT Computed from geometry input and treated as dead loading 2 Unit selfweight W = 150.0 pcf g:71 Intensity ( From ... To ) ( M or C ...At) Total on Trib N d SPAN CLASS TYPE k /ftA2 ( ft ft ) (k -ft or k ...ft) k /ft W - 2 3 4 5 6 7 8 9 Z 1 L U .100 .00 2.00 1.325 �O 1 L U .100 2.00 5.00 1.325 ILI tu 1 L U .100 5.00 7.00 1.325 D 0 1 D U .024 .00 2.00 .318 Um 1 D U .024 2.00 5.00 .318 81-- 1 D U .024 5.00 7.00 .318 W W 1 SW P .00 2.00 2.556 U 1 SW P 2.00 5.00 1.656 �- rO 1 SW P 5.00 7.00 2.556 .. Z co 2 L U .100 .00 2.00 1.325 H p 2 L U .100 2.00 15.50 1.325 Z 2 L U .100 15.50 17.50 1.325 2 D U .024 .00 2.00 .318 2 D U .024 2.00 15.50 .318 2 D U .024 15.50 17.50 .318 2 SW P .00 2.00 2.556 2 SW P 2.00 15.50 1.656 2 SW P 15.50 17.50 2.556 Page 5 (RUN 6 AT GRID 11) ADAPT -PT V- 6.08 ACI 3 SW P 13.25 15.25 2.556 Z 4 L U .100 .00 2.00 1.325 Z 4 L U .100 2.00 5.75 1.325 W 4 L U .100 5.75 7.75 1.325 4 D U .024 .00 2.00 .318 U O 4 D U .024 2.00 5.75 .318 y p 4 D U .024 5.75 7.75 .318 u) 2 4 SW P .00 2.00 2.556 4 SW P 2.00 5.75 1.656 Wu. 4 SW P 5.75 7.75 2.556 W Q 5 L U .100 .00 2.00 1.325 g Q 5 L U .100 2.00 10.00 1.325 a 5 L U .100 10.00 12.00 1.325 N d 5 D U .024 .00 2.00 .318 W 5 D U .024 2.00 10.00 .318 Z 5 D U .024 10.00 12.00 .318 5 SW P .00 2.00 2.556 W O 5 SW P 2.00 10.00 1.656 W 5 SW P 10.00 12.00 2.556 U Ca 0- WW 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING V - annnxannnnaaaanaarxa annnaaaannr= -nnv a�mnnncxananna n 0 Z UNIFORM U N (k /ft ^2), ( CON. or PART. ) ( M O M E N T) PlE SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) Z -1 2 3 4 5 6 7 8 1 L U .100 1 D U .024 2 L U .100 2 D U .024 3 L U .100 3 D U .024 4 L U .100 4 D U .024 5 L U .100 5 D U .024 NOTE: SELFWEIGHT INCLUSION REQUIRED C') Page 6 (RUN 6 AT GRID 11) ADAPT -PT V- 6.08 ACI 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A= cross- sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb- centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in ^2 inA4 in in - - - - -. 2 3 4 5 SPAN 1 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 2 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 3 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 4 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 5 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 5 - DEAD LOAD MOMENTS, S H EARS & REACT ION S as=============== a== f ==== == = = =_______= z= = == = == _ === = =_ ________ _ _ _ = == < 5.1 SPAN M O M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) -1 2 3 4 5 6 1 1.76 -10.16 -49.85 -1.34 16.08 2 -52.86 19.32 -63.25 -18.48 19.67 3 -62.21 12.85 -30.48 -18.93 14.77 Page 7 4 5 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) - - 1 2 1 2 3 4 5 6 6 - L I V E < -- 6.1 L I V E left* SPAN max - 1 2 1 1.29 2 -34.13 3 -40.59 4 -16.88 5 -22.23 Note: * = Centerline moments JOINT - - 1 1 2 3 4 5 6 -26.83 -35.63 1.34 34.56 38.60 23.58 26.17 11.22 -12.71 16.28 (RUN 6 AT GRID 11) ADAPT -PT V- 6.08 ACI -31.82 -6.48 -8.81 -16.07 > <- 5.4 COLUMN MOMENTS (k -ft) -> Lower columns - -- -Upper columns 1.76 .00 -3.00 .00 1.04 .00 3.64 .00 -3.80 .00 6.48 .00 > < - -- midspan - - -> < - - -- right* min max min max 3 4 5 6 1.29 -7.26 -7.26 -32.03 -34.13 12.99 12.99 -41.33 -40.59 8.58 8.58 -19.29 -16.88 -8.36 -8.36 -19.73 -22.23 10.66 10.66 -4.16 5 .00 -2.10 .00 .00 -2.50 .00 10.09 11.22 L O A D MOMENTS, S H E A R S & R E A C T I O N S a======= =,=aaaa ========aa =aa.ssaaaa =aaa= 2=====a am;Milt== ===IIsaa =aasaamm ==aaasaa=== L 0 A D SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> > <- -SHEAR FORCE - -> min left right 7 8 9 -32.03 .12 9.40 -41.33 -11.18 12.01 -19.29 -11.50 8.71 -19.73 -4.77 5.50 -4.16 -9.46 6.44 <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -ft) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > max min max min max min 2 3 4 6 7 - -- .00 -.12 1.29 .00 .00 20.58 .00 .00 .00 .00 23.50 .00 .74 .00 .00 13.47 .00 2.41 .00 .00 14.96 .00 .00 .00 .00 6.44 .00 4.16 .00 .00 Page 8 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- MOMENTS REDUCED TO FACE -OF- SUPPORT = ====== = ====== = ====== = === = == = == ==5== = === === = = = = = = -ass === = == === a = SPAN -1 1 2 3 4 5 Note: * - SPAN -1 1 2 3 4 5 Note: SPAN 7.1 REDUCED <- left* 2 1.95 -39.81 -48.82 -21.03 -24.38 face -of- support -> <- 7.2 REDUCED left* max 2 .83 - 26.12 - 32.34 - 13.68 -15.51 face -of- support min 3 .83 - 26.12 -32.34 - 13.68 - 15.51 midspan 3 -10.16 19.32 12.85 -12.71 16.28 < - - -- midspan max 4 -7.26 12.99 8.57 -8.36 10.66 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) =====.--=-== = s Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) left* max > < - - -- midspan min max (RUN 6 AT GRID 11) DEAD LOAD MOMENTS (k -ft) -> <- right* -> 4 -38.60 -49.31 -20.21 -25.06 1.13 LIVE LOAD MOMENTS (k -ft) min 5 -7.26 12.99 8.57 -8.36 10.66 min J �J ADAPT -PT V- 6.08 ACI < right* max 6 -25.36 -32.70 -13.13 -15.97 .30 < right* max > min 7 -25.36 -32.70 -13.13 -15.97 .30 min • Page 9 -1 2 3 4 5 6 7 Z 1 2.78 2.78 -17.41 -17.41 -63.96 -63.96 2 -65.93 -65.93 32.32 32.32 -82.01 -82.01 3 -81.16 -81.16 21.42 21.42 -33.34 -33.34 ar w 4 -34.72 -34.72 -21.07 -21.07 -41.03 -41.03 5 -39.89 -39.89 26.94 26.94 1.43 1.43 U O O Note: (O _ * = face -of- support 0 LL W O g J 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES u.< --= a---CSt- 7/-=®- .az- 4= Sf-ai'.---==-- s. xt=--- a=== aa= mm==- a- == =.3...a- m= =o--- = =_ - - -__ - d W 9.1 PROFILE TYPES AND PARAMETERS Z LEGEND: For Span: V2 1 s reversed parabola W 2 Li simple parabola with straight portion over support D Q 3 - harped tendon O N 0- For Cantilever: W W 1 ■ simple parabola U 2 s partial parabola u. O 3 a harped tendon Z U 9.2 T E N D O N P R O F I L E O 1- TYPE X1 /L X2 /L x3/1, A/L Z 1 2 3 4 5 1 2 .100 .500 .100 .000 2 2 .100 .500 .100 .000 3 2 .100 .500 .100 .000 4 2 .100 .500 .100 .000 5 2 .100 .500 .100 .000 9.3 - SELECTED POST - TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION ~� 1 (RUN 6 AT GRID 11) ADAPT -PT V- 6.08 ACI SELECTED VALUES > <- CALCULATED VALUES -> Page 10 Note: * - face -of- support Note: * face -of- support (RUN 6 AT GRID 11) ADAPT -PT V- 6.08 ACI FORCE <- DISTANCE OF CGS (in) -> P/A Wbal SPAN (k / -) Left Center Right (psi) (k / -) Z Z - - 1 2 3 4 5 6 7 1 321.600 5.00 5.41 6.50 202.26 1.860 W 2 321.600 6.50 4.70 6.50 202.26 1.575 cL cL 2 3 321.600 6.50 5.10 6.50 202.26 1.613 3 4 321.600 6.50 6.10 6.50 202.26 1.785 0 0 5 321.600 6.50 4.85 5.00 202.26 1.675 2 W Approximate weight of strand 422.5 LB W co p • } 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) u,. N d <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> W SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT Z - - 1 2 3 4 5 6 -7 - - -- 1 .00 .00 .00 306.75 306.75 306.75 1 2 .00 .00 .00 306.75 198.75 306.75 W 3 .00 .00 .00 306.75 198.75 306.75 4 .00 .00 .00 306.75 306.75 306.75 • N 5 .00 .00 .00 306.75 198.75 306.75 p - W u.. F LL z 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) 0 co EFT* 0 L T * C E N T E R R I G H T * Z SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM - 1 2 3 4 5 6 7 - - -- 1 - 237.47 62.62 - 114.66 - 289.87 - 201.15 -3.48 2 - 200.76 -4.19 - 242.17 - 162.36 - 196.33 -12.25 3 - 196.77 -11.44 - 231.59 - 172.94 - 224.02 38.14 4 - 219.99 30.82 - 103.37 - 301.16 - 211.79 15.89 5 - 215.82 23.22 - 243.32 - 161.21 - 240.31 67.79 9.7 POST- TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> vtotal . 'O Page 11 SPAN -1 1 2 3 4 5 Note: * = face -of- support <-- REACTIONS (k ) - -> -joint 2 1 -3.024 2 3.689 3 -1.710 4 .444 5 3.358 6 -2.757 10 - F A C T O R E D M O M E N T S & R E A C T I O N S =a=ri=a=ataaaaaa=a= =asaaa as ==== =a:maass = =ame = = =a= ===== :am aaaa. �aaaa = =a = = = =====:aaa saa Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) SPAN -1 1 2 3 4 5 left* 2 127.92 151.50 161.83 143.92 144.00 left* max 2 -.52 - 121.21 - 133.80 -81.11 -89.04 Note: * = face -of- support min 3 -.52 - 121.21 - 133.80 - 81.11 - 89.04 midspan 3 -1.94 -23.50 -14.95 -.77 -17.88 10.2 SECONDARY MOMENTS (k -ft) (RUN 6 AT GRID 11) ADAPT -PT V- 6.08 ACI right* 4 150.00 162.17 147.50 140.17 132.75 SH(1) - -5 3.02 -.67 1.04 .60 -2.76 < -- COLUMN MOMENTS (k -ft) - -> Lower columns Upper columns -2.340 .000 2.223 .000 -.022 .000 -2.330 .000 2.183 .000 -2.686 .000 < - - -- midspan - - - -> max min 4 5 -39.48 -39.48 33.67 33.67 14.94 14.94 -62.25 -62.25 27.06 27.06 < right* max 6 - 118.44 - 135.05 -75.46 -94.40 2.50 SH(r) 6 3.02 -.67 1.04 .60 -2.76 min 7 - 118.44 - 135.05 -75.46 -94.40 2.50 • Page 12 SPAN < -- left* - -> <- midspan -> < -- right* - -> -1 2 3 4 1 -4.61 -12.93 -21.24 2 -20.78 -15.47 -10.15 3 -10.45 -17.63 -24.81 4 -28.38 -30.25 -32.13 5 -28.33 -13.86 .62 Note: * ra face -of- support y `r (RUN 6 AT GRID 11) ADAPT -PT V- 6.08 ACI 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -f t) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min -1- 2 3 4 5 6 7 1 -1.15 -1.36 2.32 .12 .00 .00 2 87.06 52.07 -1.98 -5.54 .00 .00 3 92.28 52.33 2.68 1.43 .00 .00 4 56.35 33.46 6.86 2.77 .00 .00 5 65.43 40.00 -3.14 -7.39 .00 .00 6 23.91 12.95 13.45 6.38 .00 .00 11 - M I L D S T E E L rasa= aaaa====== aa= aaaasa = =sa==saasaaaaas==== = ==aaaa =anon =mama ===== = =- =sars- ==a=zm Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments TOTAL WEIGHT OF REBAR = 271.9 lb AVERAGE = .3 psf 11.2.1 S T E E L A T M I D - S P A N T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > (in ^2) < - - -ULT TENS > - -1 2 3 4 5 6 7 8 9 - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) ry.s::` r;:;, �Px:t:. v P�; a:ara`::- ?�: «:#+r;,T•x:$�• . nafiaair u..o Page 13 (RUN 6 AT GRID 11) 2 .00 3 .00 4 .00 5 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00) .00) .00) .00) 11.3.1 S T E E L A T S U P P O R T S T 0 P As DIFFERENT REBAR CRITERIA JOINT (in ^2) < - - -ULT MIN > - - 2 3 4 5 1 1.19 ( .00 1.19 .00) 2 1.58 ( .00 1.58 .00) 3 1.58 ( .00 1.58 .00) 4 1.37 ( .00 1.37 .00) 5 1.19 ( .00 1.19 .00) 6 1.19 ( .00 1.19 .00) 11 - M I L D S T E E L .00 .00 .00 .00 Support cut -off length for minimum steel(length /span) ... Span cut -off length for minimum steel(length /span) ... Top bar extension beyond where required Bottom bar extension beyond where required 11.5 TOTAL WEIGHT OF REBAR = 271.9 lb AVERAGE = 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> SPAN max min max min max min -1 2 3 4 5 6 7 1 1.31 1.31 -30.95 -30.95 - 103.21 - 103.21 2 -98.52 -98.52 57.38 57.38 - 110.33 - 110.33 3 - 112.02 - 112.02 33.45 33.45 -60.21 -60.21 4 -72.83 -72.83 -52.90 -52.90 -84.00 -84.00 5 -72.12 -72.12 36.09 36.09 3.63 3.63 Note: * = face -of- support 11.7.1 R E D I S T R I B U T E D STEEL AT M I D- S P A N 9c ADAPT -PT V- 6.08 ACI .00 .00 .00 .00 .00 .00 .00 .00 .00) .00) .00) .00) BOTTOM As DIFFERENT REBAR CRITERIA (inA2) < - - -ULT MIN > 6 7 8 9 - -- .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) aU as a====aa a====== a=sa === == _ == =a== = =fa aa=== a= aa===== = = == == = =aa= = = == = = =aa = =a = = = =fs == .17 .33 12.00 in 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments .3 psf REDISTRIBUTION COEFFICIENT( %) left right 8- 9- .00 15.29 14.74 14.74 14.74 14.74 15.29 15.29 15.29 .00 Page 14 T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (inA2) < - - -ULT TENS > (inA2) < - - -ULT TENS > -1 2 3 4 5 6 7 8 9 - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 5 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 11.8.1 R E D I S T R I B U T E D STEEL AT S U P P O R T S T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (inA2) <- - -ULT MIN > (inA2) < - - -ULT MIN > - -1 2 3 4 5 6 7 8 9 - -- 1 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 2 1.58 ( .00 1.58 .00) .00 ( .00 .00 .00) 3 1.58 ( .00 1.58 .00) .00 ( .00 .00 .00) 4 1.37 ( .00 1.37 .00) .00 ( .00 .00 .00) 5 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 6 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [inA2) -- 1 - - - -2 3 4 - - - -5 6 7 1 1 T 4 #) 6 x 13'6" 1.76 2 2 T 4# 6 x 10'6" 1.76 3 3 T 4 # 6 x 9'0" 1.76 4 4 T 4 k 6 x 8'0" 1.76 5 5 T 4# 6 x 5'0" 1.76 Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. (RUN 6 AT GRID 11) ADAPT -PT V- 6.08 ACI -.a Page 15 11.5.1 SPAN - - 1 - - -- 2 2 3 3 4 4 5 5 STEEL DISPOSITION - TOP BARS ID LOCATION NUM BAR LENGTH (ft] - 2 3 --- 4 - - - -5 6 1 FULL 4 # 6 x 7'0" 1 LEFT 2 RIGHT 2 LEFT 3 RIGHT 3 LEFT 4 RIGHT 4 LEFT 5 RIGHT TOP STEEL (RUN 6 AT GRID 11) ADAPT -PT V- 6.08 ACI 4 # 6 x 5'6" 4 # 6 x 5'6" 4 # 6 x 5'0" 4 # 6 x 5'0" 4 # 6 x 4'6" 4 # 6 x 4'0" 4 # 6 x 4'0" 4 # 6 x 5'0" 11.5.2 STEEL DISPOSITION - BOTTOM BARS BOTTOM STEEL SPAN I ID LOCATION I NUM BAR LENGTH (ft]I -- 1-- - -I - -2 3 I--- 4 - - - -5 6 12 - P U N C H I N G SHEAR C H E C K LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 a END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON- CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) sa=aaas sa =.s=e=as =sa= =a= =asa =aa= aaa = ==as = =as=s =s =as =a aac =aa s = =maa a= = =s = == s= =s =s= FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> shear moment due to due to allow- STRESS iT-x- .'a'i'�3A�;''�t"VVA AMe'*.X,.�rV. :4V43 {Z} 4 g•6•.4:^•:ti ",.;acs,x„.,.'ye, • Page 16 (RUN 6 AT GRID 11) PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY 13- MAXIMUM SPAN DEFLECTIONS Concrete's modulus of elasticity Ec = 4030.50 ksi Creep factor K - 2.00 Ieffective /Igross...(due to cracking) K = 1.00 ADAPT -PT V- 6.08 ACI JNT COND. k k -ft shear moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 8 9 10- 1 2 1.36 2.32 1.22 1.14 2.37 240.42 .01 2 2 1 87.06 5.54 44.56 .72 45.28 233.28 .19 2 3 1 92.28 2.68 47.24 .35 47.58 233.28 .20 2 4 1 56.36 6.86 28.85 .89 29.74 233.28 .13 2 5 1 65.43 7.39 33.49 .96 34.45 233.28 .15 2 6 2 23.91 13.45 21.45 5.92 27.37 240.42 .11 2 a =========a=m =a= ======a a a a a= ==== = == =ssa =a a==av===ass f fl=a=n a =a[ m= ====a r is == ==som==a Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP -1 2 3 4 5 6 1 .00 .00 .00( * * * * *) .00(66913) .00(44996) 2 .01 .00 - .01(29984) .01(29878) .00( * * * * *) 3 .00 .00 .00(91197) .00(55357) .01(34447) 4 .00 .00 .00(82062) .00(57972) .00(33972) 5 .01 .00 .00(31903) .00(33790) .01(16409) ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT - Version 6.08 Date: 2/7/01 Time: 8:55:07 AM File: RUN 7 AT GRID 10 1- PROJECT TITLE COMFORT SUITES HOTEL, TUKWILA WASHINGTON 1.1 DESIGN STRIP RUN 7 AT GRID 10 2- MEMBER ELEVATION (--) O O O O O MI 1.100 22.30 10 50 , 867 1283 , 19.25 ,r , - i I I I I i 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected tQsrexlsr _ pusx2ro• _ t uexen tiuexii c5)u6x7 4 - TENDON PROFILE 4.2 Datum Line 1 4.3 CGS Distance (inl 5.00 5.40 6 56630 150 6. 4.5 Force 1321 a ►dpsl 1321 a 18 8 , 1 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected .5o 5.80 6.566.50 too 5.50630 55o a 5ae.so 350 500 13218 tar a 18 8 , 1 1 321 a 18vs1 1321.618osi . 6 - REQUIRED 8 PROVIDED BARS 8.1 Top Bare max 201 2 01 201 1.19 1.73 1.73 ( In'1 , 1.e- 111 III 1111 provided 12- 1 oo 6.2 Bottom Bars max o.00 o.00 o.00 o.00 o00 o.00 • • 7 PUNCHING SHEAR - ; ; OK =Acceptable ; NG -No Good j ' =not applicable or not performed -. i i i i i i i i 7.1 Stress Ratio ' .07 .25 .23 1 .08 1 .12 ■ .24 i i i i 7.2 Status ' OK ' OK ' OK ' OK ' OK ' OK ' 8 - LEGEND -4 Stressing End -1 Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI I', a 5 ksi f, = 60 ksi (longitudinal) f„ = 66.72 ksi (shear) f,,, = 270 ksi 9.2 Reber Cover: Top a 1 in Bottom a 1 in Reber Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: f = .8 f 9.4 Strand Area = .153 in` 10 - DESIGNER'S NOTES ADAPT CORPORATION I STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 7,2001 At Time: 8:54 PROJECT FILE: RUN 7 AT GRID 10 P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 7 AT GRID 10 1 -USER SPECIFIED GENERAL DESIGN PARAMETERS ==== a==ai=====-======- ss== a=- ta-======== == == = = = == =___ = =- = = s- = =- ¢ = === == -- == = -m= CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 3605.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom 6.000 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in POST - TENSIONING: ft '. Page 2 (RUN 7 AT GRID 10) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y S P A N 1 1 2 3 4 5 6 Fl I 01 I RI LENGTHI WIDTH MI ft I in 3 - - - -4 5 1 7.00 159.00 1 22.30 159.00 1 10.50 159.00 1 8.67 159.00 1 12.83 159.00 1 19.25 159.00 LEGEND: 1 - SPAN C = Cantilever 10.00 10.00 10.00 10.00 10.00 10.00 ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 inA2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TWO -WAY YES YES =aaa=a sass====== aa= san anaaasana a =a ==:= == = =a=a == =n=aa = =a= =sass= a ==Mn= ===a= = = ==== 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS I TOP IBOTTOM /MIDDLEI I I FLANGE I FLANGE I REF I MULTIPLIER DEPTHI width thick.I width thick.IHEIGHTI left right in I in in I in in I in I 6 7 8 9 10 - - - -11 12- - - -13- 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line 10.00 .50 .50 10.00 .50 .50 10.00 .50 .50 10.00 .50 .50 10.00 .50 .50 10.00 .50 .50 Page 3 (RUN 7 AT GRID 10) 2.1.5 - D R O P C A P A N D CAPT CAPE CAPDL JOINT in in in - -1 2 3 4 1 28.00 48.00 .00 2 28.00 48.00 24.00 3 28.00 48.00 24.00 4 28.00 48.00 24.00 24.00 5 28.00 48.00 24.00 24.00 6 28.00 48.00 24.00 24.00 7 28.00 48.00 24.00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT - Total depth of cap CAPB 2- Transverse Width CAPDL = Extension left of joint CAPDR Extension right of joint 2.2 - S U P P O R T W I D T H SUPPORT < LOWER COLUMN > WIDTH LENGTH B(DIA) D CBC* JOINT in ft in in -1 2 3 4 5 6 1 18.00 15.00 18.00 .00 (1) 2 18.00 15.00 18.00 .00 (1) 3 18.00 15.00 18.00 .00 (1) 4 18.00 15.00 18.00 .00 (1) 5 18.00 15.00 18.00 .00 (1) 6 18.00 15.00 18.00 .00 (1) 7 18.00 15.00 18.00 .00 (1) D R O P PANEL D A T A CAPDR DROPTL DROPTR DROPB DROPL DROPR in in in in in in 5 6 7 8 9 10- 24.00 .00 .00 .00 .00 .00 24.00 .00 .00 .00 .00 .00 24.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPB = Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint A N D C O L U M N D A T A LENGTH ft 7 .00 .00 .00 .00 .00 .00 .00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 ADAPT -PT V- 6.08 ACI UPPER COLUMN > B(DIA) D CBC* in in 8 9--- -10 - -- .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) Page 4 (RUN 7 AT GRID 10) ADAPT -PT V- 6.08 ACI Fixed at near end, roller with rotational fixity at far end .. = 4 Z 1 x W U 00 3 - I N P U T A P P L I E D LOAD I N G W • 0 xasamaaa =a= aa=a == aaa =assay asa aac= a== a =. as assay -aa =as =aa= asses = aaza= aaa =a.= =aa= a J O LL < - -- CLASS - - -> < TYPE > W O D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM 2 }} L = LIVE LOAD C = CONCENTRATED M - APPLIED MOMENT g J Li= LINE LOAD u. d SW- SELF WEIGHT Computed from geometry input and treated as dead metry in El Unit selfweight W = 150.0 pcf F W Z � Intensity ( From ... To ) ( M or C ...At) Total on Trib 11-- SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft Z O -1 2 3 4 5 6 7 8 9 W? DO 1 L U .100 .00 2.00 1.325 U co 1 L U .100 2.00 5.00 1.325 $ h. 1 L U .100 5.00 7.00 1.325 W W 1 D U .024 .00 2.00 .318 U 1 D U .024 2.00 5.00 .318 W O 1 D U .024 5.00 7.00 .318 1 SW P .00 2.00 2.556 :A Z • N 1 SW P 2.00 5.00 1.656 1 SW P 5.00 7.00 2.556 0 2 L U .100 .00 2.00 1.325 2 L U .100 2.00 20.30 1.325 2 L U .100 20.30 22.30 1.325 2 D U .024 .00 2.00 .318 2 D U .024 2.00 20.30 .318 2 D U .024 20.30 22.30 .318 2 SW P .00 2.00 2.556 2 SW P 2.00 20.30 1.656 2 SW P 20.30 20.30 2.556 2 SW P 20.30 22.30 2.556 3 L U .100 .00 2.00 1.325 3 L U .100 2.00 8.50 1.325 3 L U .100 8.50 10.50 1.325 3 D U .024 .00 2.00 .31B 2 Page 5 (RUN 7 AT GRID 10) ADAPT -PT V- 6.08 ACI 3 D U .024 2.00 8.50 .318 Z 3 D U .024 8.50 10.50 .318 3 SW P .00 2.00 2.556 3 SW P 2.00 8.50 1.656 0: 2 3 SW P 8.50 10.50 2.556 p U 0 4 L U .100 .00 2.00 1.325 p 4 L U .100 2.00 6.67 1.325 W w 4 L U .100 6.67 8.67 1.325 Si 4 D U .024 .00 2.00 .318 0 LL , 4 D U .024 2.00 6.67 .318 W O 4 D U .024 6.67 8.67 .318 t 4 SW P .00 2.00 2.556 gn 4 SW P 2.00 6.67 1.656 u. 4 SW P 6.67 8.67 2.556 a W 5 L U .100 .00 2.00 1.325 Z 5 L U .100 2.00 10.83 1.325 ��.-- 5 L U .100 10.83 12.83 1.325 W O � 5 D U .024 .00 2.00 .318 W 5 D U .024 2.00 10.83 .318 n O 5 D U .024 10.83 12.83 .318 0 u) 5 SW P .00 2.00 2.556 O t 5 SW P 2.00 10.83 1.656 W W 5 SW P 10.83 10.83 2.556 U 5 SW P 10.83 12.83 2.556 u. Z 6 L U .100 .00 2.00 1.325 .. co 6 L U .100 2.00 17.25 1.325 6 L U .100 17.25 19.25 1.325 0 6 D U .024 .00 2.00 .318 Z 6 D U .024 2.00 17.25 .318 6 D U .024 17.25 19.25 .318 6 SW P .00 2.00 2.556 6 SW P 2.00 17.25 1.656 6 SW P 17.25 19.25 2.556 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING ============-== UNIFORM (k/ftA2), ( CON. or PART. ) ( MOM ENT ) SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft-ft ) ( k -ft @ ft ) -1 2 3 4 5 6 7 8 ' I f Page 6 � �`SY.b': Eta! i@' �x' ���' �• �'+ �i. �; 3�j� 'c:�`a'a;,",u:;f�?.:.�g�c;,.. ,;,.�.,..,,, ,.•t.�. , 1 L U .100 1 D U .024 2 L U .100 2 D U .024 3 L U .100 3 D U .024 4 L U .100 4 D U .024 5 L U .100 5 D U .024 6 L U .100 6 D U .024 NOTE: SELFWEIGHT INCLUSION REQUIRED (RUN 7 AT GRID 10) ADAPT -PT V- 6.08 ACI 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S == =a===ss sass xxm===-=__================ as======__ __ = = = =_ = = = = =__ = = = = = == = = = = = = =._= 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A- cross - sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb- centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) inA2 inA4 in in 2 3 - -4 5 SPAN 1 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 2 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 3 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 4 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 Page 7 Note: * Centerline moments (RUN 7 AT GRID 10) ADAPT -PT V- 6.08 ACI SPAN 5 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 6 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 5 - D E A D L O A D MOMENTS, S H E A R S & R E A C T I O N S =ass =atmaaa :mass ======= = ==== = :a= ===== =aaa = = = == sax = ======aaaa = ============= ===== < 5.1 SPAN M O M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) -1 2 3 4 5 6 1 4.68 -25.89 -84.24 3.99 21.41 2 -91.06 36.50 -84.98 -24.09 23.54 3 -76.44 -8.67 1.08 -19.55 4.78 4 -2.16 11.48 -15.58 -8.81 11.91 5 -12.91 -3.48 -78.89 -9.32 19.61 6 -88.51 37.02 -23.95 -24.16 17.45 JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -ft) -> - -1 2 Lower columns - -- -Upper columns 1 -3.99 4.68 .00 2 45.50 -6.82 .00 3 43.09 8.54 .00 4 13.59 -3.24 .00 5 21.23 2.67 .00 6 43.76 -9.62 .00 7 17.45 23.95 .00 6 - L I V E L O A D M O M E N T S, S H E A R S & R E A C T I O N S < -- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> 4WM7. " 4 p.4'.c'k511 4' 4`o-�lti }a Page 8 < left* SPAN max -1 2 1 3.25 2 -59.77 3 -50.23 4 -.19 5 -7.64 6 -57.78 Note: * m Centerline moments JOINT - -1 1 2 3 4 5 6 7 max 2 .00 27,92 26.53 6.66 11.90 26.85 10.57 7 - MOMENTS SPAN -1 1 2 3 4 5 6 Note: * = face -of- support <- left* -> 2 .88 -73.81 -62.59 3.64 -6.73 -71.20 min 3 -3.70 .00 . 00 . 00 .00 .00 .00 (RUN 7 AT GRID 10) > < - -- midspan - - -> < - - -- right* min max min max 3 4 5 • - - -6 3.25 -17.81 -17.81 -55.11 - 59.77 24.50 24.50 -55.96 -50.23 -5.87 -5.87 1.98 -.19 7.65 7.65 -9.41 -7.64 -2.25 -2.25 -51.39 - 57.78 24.63 24.63 -15.72 <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -ft) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > min 5 -25.89 36.50 -8.68 11.48 -3.48 37.02 max 4 3.25 .00 5.73 .00 1.77 .00 15.72 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases REDUCED TO FACE -OF- SUPPORT =aa =aaa===== as = ==== ==W= === = == == =aaa = =aaa == =aa = = = =aaa = = a ors= = a= _ _ = == = = ==aa = ==a == 7.1 REDUCED DEAD LOAD MOMENTS (k -ft) <- midspan -> 3 .00 -4.66 .00 - 2.17 .00 - 6.38 .00 <- right* -> 4 - 68.99 - 68.13 3.86 -7.46 -64.99 -11.67 ADAPT -PT V- 6.08 ACI > <- -SHEAR FORCE - -> min left right 7 8 9- -55.11 3.70 12.98 -55.96 -14.94 14.60 1.98 -11.93 1.98 -9.41 -4.68 6.81 -51.39 -5.09 11.91 -15.72 -14.94 10.57 max 6 . 00 . 00 .00 .00 .00 .00 .00 min 7 -- .00 .00 .00 .00 .00 .00 .00 f AVEI Page 9 (RUN 7 AT GRID 10) SPAN -1 1 2 3 4 5 6 7.2 REDUCED left* max 2 .10 -48.93 -41.66 2.95 -4.20 -46.94 Note: * - face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) SPAN - 1 1 2 3 4 5 6 left* max 2 .98 - 122.74 - 104.25 6.59 -10.93 - 118.14 Note: * = face -of- support min 3 .10 -48.93 -41.66 2.95 -4.20 -46.94 min 3 .98 - 122.74 - 104.25 6.59 -10.93 - 118.14 r 9.1 PROFILE TYPES AND PARAMETERS LEGEND: LIVE LOAD MOMENTS (k -f t) < - - -- midspan - - - -> < max min 4 5 -17.82 -17.82 24.49 24.49 - 5.87 -5.87 7.65 7.65 - 2.25 -2.25 24.63 24.63 Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.O0LL ) < - - -- midspan - - - -> max min 4 5 -43.71 -43.71 60.99 60.99 -14.54 -14.54 19.14 19.14 -5.73 -5.73 61.64 61.64 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES right* max 6 -45.75 -45.38 3.09 -4.68 -42.83 -8.16 right* max 6 - 114.74 - 113.52 6.95 -12.13 - 107.83 -19.83 ADAPT -PT V- 6.08 ACI min 7 - 45.75 - 45.38 3.09 -4.68 -42.83 -8.16 min 7 - 114.74 - 113.52 6.95 -12.13 - 107.83 -19.83 Page 10 For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon 9.2 TENDON P R O F I L E TYPE Xl /L X2 /L X3 /L A/L 1 2 3 4 5 1 2 .100 .500 .100 .000 2 2 .100 .500 .100 .000 3 2 .100 .500 .100 .000 4 2 .100 .500 .100 .000 5 2 .100 .500 .100 .000 6 2 .100 .500 .100 .000 9.3 - SELECTED POST - TENSIONING FORCES AND TENDON DRAPE es== =====M W====== aeaas m: RS============ = = = =m == = = = = = == = = = = == = = =3 =ms= = == =ram = = == = = == Tendon editing mode selected: FORCE SELECTION (RUN 7 AT GRID 10) ADAPT -PT V- 6.08 ACI < SELECTED VALUES > <- CALCULATED VALUES -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal SPAN (k / -) Left Center Right (psi) (k / -) -1 2 3 4 5 6 7 1 321.600 5.00 5.40 6.50 202.26 1.914 2 321.600 6.50 3.50 6.50 202.26 1.617 3 321.600 6.50 5.80 6.50 202.26 1.702 4 321.600 6.50 6.00 6.50 202.26 1.783 5 321.600 6.50 5.50 6.50 202.26 1.628 6 321.600 6.50 3.50 5.00 202.26 1.627 Approximate weight of strand 564.8 LB 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) « r. rt. m.. wr:.+ rbwr „ wa4,x£�c't.:,..�- w.4:..,,,. -, .,.. , ...,�c- •.,.... <... _a -,4.., <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> �a: Page 11 SPAN 1 1 2 3 4 5 6 SPAN -1 2 3 4 5 6 SPAN -1 1 2 3 4 5 6 LEFT* CENTER 2 3 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Note: * = face -of- support 9.6 S E R V I C E S T L E F T * TOP BOTTOM 2 3 - 236.58 61.01 - 173.67 -53.48 - 180.08 -41.83 - 238.01 63.61 - 234.72 57.63 - 179.96 -42.05 Note: * = face -of- support 9.7 POST- TENSIONING < -- S P A N left* 2 128.58 175.08 164.42 124.75 138.25 178.17 Note: * = face -of- support <-- REACTIONS (k ) - -> (RUN 7 AT GRID 10) ADAPT -PT V- 6.08 ACI RIGHT* 4 .00 306.75 306.75 306.75 .00 306.75 198.75 306.75 .00 306.75 198.75 306.75 .00 306.75 306.75 306.75 .00 306.75 198.75 306.75 .00 306.75 198.75 306.75 R E S S E S (psi) C E N T E R TOP BOTTOM 4 5 -39.57 - 364.96 - 304.39 - 100.14 - 108.13 - 296.40 - 221.13 - 183.40 - 155.78 - 248.74 - 338.08 -66.45 LEFT CENTER RIGHT 5 6 7 -- (tension shown positive) /6( R I G H T* TOP BOTTOM 6 7 -- - 175.45 -50.25 - 179.53 -42.82 - 238.34 64.21 - 232.20 53.03 - 182.11 -38.13 - 231.61 51.96 BALANCED MOMENTS, SHEARS & REACTIONS M O M E N midspan 3- 7.78 -38.44 -6.25 -14.97 -4.53 -31.66 T S (k -ft) - -> right* 4 169.25 173.00 124.75 136.33 170.50 143.33 < -- SPAN SHEARS (k ) - -> SH(1) SH(r) 5 6 -.34 .10 4.41 -1.62 -2.85 -.30 < -- COLUMN MOMENTS (k -ft) - -> -.34 .10 4.41 - 1.62 - 2.85 -.30 00 N 0 W J F- W O W Q t11� W UJ I-O W Zn n O - 01- w uj UI O Z Page 12 -joint 1 2 3 4 5 6 7 SPAN - 1 1 2 3 4 5 6 left* max 2 -2.53 - 184.61 - 166.51 -37.55 -50.81 - 174.10 2 .342 -.440 -4.309 6.022 1.236 -2.551 -.299 10 - F A C T O R E D Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) Note: * a face -of- support Note: * = face -of- support > <- min 3 -2.53 - 184.61 - 166.51 -37.55 -50.81 - 174.10 MOMENTS & 10.2 SECONDARY MOMENTS (k -ft) SPAN < -- left* - -> <- midspan -> - 1 2 3 1 -3.89 -2.94 2 2.77 1.76 3 -7.85 -27.68 4 -47.55 -41.76 5 -34.08 -17.93 6 5.89 8.54 (RUN 7 AT GRID 10) Lower columns -4.143 4.595 - 5.217 2.057 - 1.454 5.311 - 11.425 midspan max 4 -69.47 -69.47 94.50 94.50 - 49.80 -49.80 - 12.68 -12.68 - 26.63 -26.63 102.24 102.24 R E A C T I O N S min 5 ADAPT -PT V- 6.08 ACI Upper columns .000 .000 .000 .000 .000 .000 .000 =;========================================== < -- right* - -> 4 -2.00 .74 -47.52 -35.98 -1.78 11.20 < right* max 6 - 176.42 - 172.66 - 37.07 -54.48 - 165.77 - 19.51 min 7 - 176.42 - 172.66 - 37.07 -54.48 - 165.77 - 19.51 Z I W 00 v) ° W I-O W U 0- ° f-- illW tad O - : a Page 13 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -ft) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min -1 2 3 4 5 6 7 1 -5.25 -11.54 7.94 2.41 .00 .00 2 110.72 63.26 -4.96 -12.88 .00 .00 3 101.12 56.02 16.47 6.73 .00 .00 4 36.38 25.05 -2.48 -6.16 .00 .00 5 51.19 30.96 5.29 2.28 .00 .00 6 104.36 58.71 -8.16 -19.02 .00 .00 7 42.10 24.13 48.82 22.10 .00 .00 11 - M I L D S T E E L nnna===== = =mmm = = ==1,1 = =mam= =a =m = = ==== =.: === fl _= = = = = = === = = =_ === = == =an==== = = = ==== Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments TOTAL WEIGHT OF REBAR = 412.3 lb 11.2.1 S T E E L A T M I D - S P A N T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > (in ^2) < - - -ULT TENS > - -1 2 3 4 5 6 -7 8 9 - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 5 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 6 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 11.3.1 S T E E L A T S U P P O R T S T O P B O T T O M (RUN 7 AT GRID 10) ADAPT -PT V- 6.08 ACI AVERAGE = .4 psf Or 00 too uJ Nu- w g a u) � W O W 0 O SF- =W O a v� 0 Z Page 14 (RUN 7 AT GRID 10) As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (inA2) < - - -ULT MIN > 1 2 3 1 1.19 ( .00 2 2.01 ( .06 3 2.01 ( .00 4 1.19 ( .00 5 1.19 ( .00 6 1.73 ( .00 7 1.73 ( .00 1.73 11 - M I L D STEEL ======== a====== a = = === == === ======= = ===== == = = = = = == Support cut -off length for minimum steel(length /span) Span cut -off length for minimum steel(length /span) Top bar extension beyond where required Bottom bar extension beyond where required REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments 11.5 TOTAL WEIGHT OF REBAR 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> SPAN max min max min max min -1 2 3 4 5 6 7 1 -.58 -.58 -60.35 -60.35 - 160.13 - 160.13 2 - 153.53 - 153.53 125.05 125.05 - 142.65 - 142.65 3 - 153.85 - 153.85 -42.15 -42.15 -34.42 -34.42 4 -29.32 -29.32 -3.15 -3.15 -43.65 -43.65 5 -44.69 -44.69 -18.11 -18.11 - 154.85 - 154.85 6 - 145.03 - 145.03 117.37 117.37 -18.33 -18.33 Note: * = face -of- support R E D I S T R I B U T E D T 0 P As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > 1 2 3 1 .00 ( .00 2 .00 ( .00 4 1.19 2.01 2.01 1.19 1.19 1.73 4 .00 .00 (in ^2) < - - -ULT MIN > 5 6 7 .00) .00) .00) .00) .00) .00) .00) . 00 ( .00 .00 ( .00 .00 ( .00 . 00 ( .00 .00 ( .00 .00 ( .00 .00 ( .00 412.3 lb AVERAGE = ADAPT -PT V- 6.08 ACI 8 . 00 .00 .00 .00 .00 .00 . 00 .17 .33 12.00 in 12.00 in / u 9 - -- .00) .00) .00) .00) .00) .00) .00) .4 psf REDISTRIBUTION COEFFICIENT( %) left right 8 9- .00 14.43 13.75 14.04 14.68 15.29 15.29 15.29 14.74 13.97 13.97 .00 STEEL AT M I D - S P A N B O T T O M As DIFFERENT REBAR CRITERIA (in ^2) < - - -ULT TENS > 5 6 7 8 9 - -- .00) .00 ( .00 .00 .00) .00) .00 ( .00 .00 .00) r W LL � U 0 (0 Q CO IL, w 0 } LL j d w U � O - At w w u. O W Z = Z Page 15 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 5 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 6 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 11.8.1 R E D I S T R I B U T E D STEEL AT S U P P O R T S T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in ^2) < - - -ULT MIN > (in ^2) < - - -ULT MIN > - - 1 2 3 4 5 6 7 8 9 - -- 1 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 2 2.01 ( .00 2.01 .00) .00 ( .00 .00 .00) 3 2.01 ( .00 2.01 .00) .00 ( .00 .00 .00) 4 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 5 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 6 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) 7 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [in ^2] 1 - - - -2 3 4 - - - -5 6 7 1 1 T 5 0 6 x 15'0" 2.20 2 2 T 5 0 6 x 21'0" 2.20 4 3 T 4 0 6 x 8'0" 1.76 5 4 T 4 0 6 x 11'6" 1.76 6 5 T 4 0 6 x 7'0" 1.76 Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 STEEL DISPOSITION - TOP BARS 1 TOP STEEL 1 SPAN 1 ID LOCATION 1 NUM BAR LENGTH [ft]1 10 (RUN 7 AT GRID 10) ADAPT -PT V- 6.08 ACI Page 16 1 - - -- - -2 3 1 1 FULL 2 1 LEFT 2 2 RIGHT 3 2 FULL 4 2 LEFT 4 3 RIGHT 5 3 LEFT 5 4 RIGHT 6 4 LEFT 6 5 RIGHT 4 - - - -5 6 5 # 6 x 7'0" 5 # 6 x 7'0" 5 # 6 x 7'0" 5 # 6 x 10'6" 5 # 6 x 4'0" 4 # 6 x 4'0" 4 # 6 x 4'6" 4 # 6 x 5'6" 4 # 6 x 6'0" 4 # 6 x 7'0" 11.5.2 STEEL DISPOSITION - BOTTOM BARS I BOTTOM STEEL SPAN I ID LOCATION I NUM BAR LENGTH (ftj( -- 1-- - -I - -2 3 I--- 4 - - - -5 6 12 - P U N C H I N G S H E A R C H E C K (RUN 7 AT GRID 10) ADAPT -PT V- 6.08 ACI sswaaaa= m== a==i ftas=== sgg==== MMMMM=============== = = == == =a= = = = = ==a = = = = = == = == = = =as LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> shear moment due to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 8 9 10 Page 17 1 2 11.54 7.94 10.35 6.63 16.98 240.42 .07 2 Z 2 1 110.72 12.88 56.68 1.67 58.34 233.28 .25 2 3 1 101.12 16.47 51.76 2.13 53.89 233.28 .23 2 4 1 36.38 6.16 18.62 .80 19.42 233.28 .08 2 IX 5 1 51.19 5.29 26.20 .68 26.89 233.28 .12 2 U 6 1 104.36 19.02 53.42 2.46 55.88 233.28 .24 2 7 2 42.10 48.82 37.78 3.85 41.63 240.42 .17 2 M O PUNCHING SHEAR CHECK SATISFACTORY N u.. NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY w 0 13-MAXIMUM SPAN DEFLECTIONS u) _ = =-- =m = = =m -aa.. =-== ca =- aa= ==--- =a= = ====. =a =av= -= = =.= =ate- - =. = == =m==am=a = = = =.. j w Z � Concrete's modulus of elasticity Ec = 4030.50 ksi Q Creep factor K = 2.00 W Ieffective /Igross...(due to cracking) K = 1.00 j v ° Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. p N Values in parentheses are (span /max deflection) ratios C F- W < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > H SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP u- O -1 2 3 4 5 6 Z 1 .00 .00 .00(22320) .00(29568) - .01(12719) U N 2 .03 .00 .00(89902) .02(11515) .02(13206) O 3 .00 .00 - .01(10829) .00(37481) -.01( 8402) Z 4 .00 .00 .00(52914) .00(66144) .00(29396) 5 -.01 .00 .00(35046) .00(34948) - .01(17498) 6 .04 .01 .04( 6248) .02( 9635) .06( 3790) /11 (RUN 7 AT GRID 10) ADAPT -PT V- 6.08 ACI ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 8.08 Date: 2/7101 Time: 9:24:44 AM File: RUN 8 AT GRID 9 1- PROJECT TITLE COMFORT SUITES HOTEL, TUKWILA WASHINGTON 1.1 DESIGN STRIP RUN 8 AT GRID 9 2 - MEMBER ELEVATION 9 IftJ 17.75 12.50 7.75 O 12.83 O 1925 -T . i i ; 3 - TOP REBAR 3.1 User selected . 3.2 User selected .. . . 3.3 ADAPT selected 3.4 ADAPT selected O Q4exIoV O 4exer ( 4exeo • (�s 416X111 O uexro' 4 - TENDON PROFILE 4.2 Datum Line 4.3 CGS Distance [h1) 500 - TR - Th1150 s e!8so e.io a 4.5 Force 1321 a OP! 1321. w*si 1 3211 wpq 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected 50 550 8'...1'a50 350 500 1321 IOW 1 321 117, 8 - REQUIRED & PROVIDED BARS 6.1 Top Bari max tea 1 .0 0 1.19 1 .7 3 1 -r t ln' 1 required 1 primed 1 ' o . 8.2 Bottom Bars o ' m ax 0.00 0.00 0 00 080 0.00 SHEAR • 7 - PUNCHING OK-Acceptable NG=No Good 'moot applicable or not performed i i i i i i i i 7.1 Stress Ratio i • . • .23 .1 ' .1 .24 i i i 7.2 Status ' OK ' OK ' OK ` OK ' OK 8 - LEGEND -.i Stressing End ..1 Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACt f = 5 ksi f„ = 60 ksi (longitudinal) f„ = 66.72 ksi (shear) f,,, = 270 ksi 9.2 Reber Cover. Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: f = .8 f 9.4 Strand Area = .153 in` 10 - DESIGNER'S NOTES SELF WEIGHT ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST- TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 7,2001 At Time: 9:24 PROJECT FILE: RUN 8 AT GRID 9 P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 8 AT GRID 9 1 -USER SPECIFIED GENERAL DES I GN PARAMETERS CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 3605.00 ksi CREEP factor for deflections for BEAMS /SLABS CONCRETE WEIGHT TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom POST - TENSIONING: 2.00 NORMAL 150.00 pcf 6.000 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in Page 2 (RUN 8 AT GRID 9) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y S P A N -1 1 2 3 4 5 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS FI OI RI LENGTH' WIDTH MI ft I in 3 - - - -4 5 1 17.75 159.00 10.00 1 12.50 159.00 10.00 1 7.75 159.00 10.00 1 12.83 159.00 10.00 1 19.25 159.00 10.00 LEGEND: 1 - SPAN C = Cantilever dl*h?�.^4.. M- ✓.+- i.^r..e.. vx.;Fi',?k'r"i ^'..�.`+kr, -..Ng'..'X• a'T,iir .a. w s.,+. , • .. ,.. .. ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 inA2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TWO -WAY YES YES CS= = = = = = = = == = == =a= == = === = == a == ==== =a = =aa= = ==a a9==== MMM =a ================= ===== TOP IBOTTOM /MIDDLEI I FLANGE I FLANGE I REF I MULTIPLIER DEPTH' width thick.) width thick.IHEIGHTI left right in I in in I in in I in I 6 7 8 9 10 - - - -11 12- - - -13- 10.00 .50 .50 10.00 .50 .50 10.00 .50 .50 10.00 .50 .50 10.00 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line Page 3 (RUN 8 AT GRID 9) 2.1.5 - D R O P C A P A N D D R O P P A N E L D A T A = = = =a == = = __--- _ = _= = _ CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR JOINT in in in in in in in in in - - 1 2 3 4 5 6 7 8 9 10- 1 28.00 48.00 .00 24.00 .00 .00 .00 .00 .00 2 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 6 28.00 48.00 24.00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPB = Transverse Width CAPDL = Extension left of joint CAPDR = Extension right of joint 2.2 - S U P P O R T SUPPORT < WIDTH LENGTH JOINT in ft - -1 2 3 1 18.00 15.00 2 18.00 15.00 3 18.00 15.00 4 18.00 15.00 5 18.00 15.00 6 18.00 15.00 W I D T H A N D LOWER COLUMN B(DIA) D in in 4 5 6 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) ADAPT -PT V- 6.08 ACI DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPB = Transverse Width DROPL = Extension left of joint DROPR - Extension right of joint CBC* C O L U M N D A T A LENGTH ft 7 .00 .00 .00 .00 .00 .00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 UPPER COLUMN B(DIA) D CBC* in in 8 9--- -10 - -- .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) Page 4 (RUN 8 AT GRID 9) ADAPT -PT V- 6.08 ACI Z W a 3 - I N P U T A P P L I E D L O A D I N G a ______ ===___====____===== ______ ___ =========__= == U 0 con < - -- CLASS - - -> < TYPE > (Ow D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C - CONCENTRATED M = APPLIED MOMENT Wu. Li= LINE LOAD W O SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf 1 u.� Intensity ( From ... To ) ( M or C ...At) Total on Trib - d SPAN CLASS TYPE k /ftA2 ( ft ft ) (k -ft or k ...ft) k /ft W -1 2 3 4 5 6 7 8 9 ? ��-- O 1 L U .100 .00 2.00 1.325 W W 1 L U .100 2.00 15.75 1.325 ? � 1 L U .100 15.75 17.75 1.325 O 1 D U .024 .00 2.00 .318 1 D U .024 2.00 15.75 .318 W 1 D U .024 15.75 17.75 .318 W 1 SW P .00 2.00 2.556 U 1 SW P 2.00 15.75 1.656 u' O 1 SW P 15.75 17.75 2.556 LLj Z UN 2 L U .100 .00 2.00 1.325 0 2 L U .100 2.00 10.50 1.325 Z 2 L U .100 10.50 12.50 1.325 2 D U .024 .00 2.00 .318 2 D U .024 2.00 10.50 .318 2 D U .024 10.50 12.50 .318 2 SW P .00 2.00 2.556 2 SW P 2.00 10.50 1.656 2 SW P 10.50 12.50 2.556 3 L U .100 .00 2.00 1.325 3 L U .100 2.00 5.75 1.325 3 L U .100 5.75 7.75 1.325 3 D U .024 .00 2.00 .318 3 D U .024 2.00 5.75 .318 3 D U .024 5.75 7.75 .318 3 SW P .00 2.00 2.556 3 SW P 2.00 5.75 1.656 Page 5 (RUN 8 AT GRID 9) 3 SW P 5.75 7.75 4 L U .100 .00 2.00 4 L U .100 2.00 10.83 4 L U .100 10.83 12.83 4 D U .024 .00 2.00 4 D U .024 2.00 10.83 4 D U .024 10.83 12.83 4 SW P .00 2.00 4 SW P 2.00 10.83 4 SW P 10.83 10.83 4 SW P 10.83 12.83 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k /ft ^2), ( CON. or PART. ) ( M O M E N T ) SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) -1 2 3 4 5 6 7 8 1 L U .100 1 D U .024 2 L U .100 2 D U .024 3 L U .100 3 D U .024 4 L U .100 4 D U .024 5 L U .100 5 D U .024 NOTE: SELFWEIGHT INCLUSION REQUIRED ADAPT -PT V- 6.08 ACI 2.556 1.325 1.325 1.325 .318 .318 .318 2.556 1.656 2.556 2.556 5 L U .100 .00 2.00 1.325 5 L U .100 2.00 17.25 1.325 5 L U .100 17.25 19.25 1.325 5 D U .024 .00 2.00 .318 5 D U .024 2.00 17.25 .318 5 D 0 .024 17.25 19.25 .318 5 SW P .00 2.00 2.556 5 SW P 2.00 17.25 1.656 5 SW P 17.25 19.25 2.556 a == Maas==== =sans= ======a = =v aaaaaa========================== =========== ======= 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A= cross - sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in ^2 inA4 in in 2 3 4- 5 SPAN 1 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 2 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 3 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 4 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 5 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 Page 6 (RUN 8 AT GRID 9) ADAPT -PT V- 6.08 ACI 3 _- = =- -• - = == == _ --_ == _ _ -_ 5 - D E A D L O A D M O M E N T S , S H E A R S & R E A C T I O N S ====== = = =s. = = =1s3 = = = == = == = = = = == _ - __ ____ < 5.1 SPAN M O M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) -1- 2 3 4 5 6 1 -18.31 31.78 -77.24 -16.00 22.64 2 -70.33 -.76 -11.91 -18.81 9.47 • W -I C) U O u, �W W O z u. N � tll W 0 c n O W W = O W Z U� Page 7 3 4 5 -12.98 -7.35 -89.80 Note: * = Centerline moments JOINT 1 2 3 4 5 6 JOINT - - 1 2 3 4 5 < left* SPAN max - 1- 2 1 -11.97 2 -45.69 3 -7.59 4 -3.87 5 -58.65 max 2 9.60 25.30 10.69 9.45 27.30 2 16.00 41.45 19.49 17.62 44.43 17.37 6 - L I V E LOAD < -- 6.1 L I V E > < min 3 -11.97 -45.69 -7.59 -3.87 -58.65 Note: * = Centerline moments 5.85 -1.67 36.53 < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -ft) -> a ==a == = == == = = == as = = = = =___ = = = = =ate = == =_ M O M E N T S , S H E A R S & R E A C T I O N S L 0 A D SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -ft) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > min 3 .00 .00 .00 .00 .00 (RUN 8 AT GRID 9) ADAPT -PT V- 6.08 ACI -8.56 -80.84 -23.64 - 10.02 -8.74 - 24.24 Lower columns - - -- Upper columns -18.31 6.91 -1.07 1.21 -8.96 23.64 - midspan - - -> < - - -- right* max min max 4 5 6 21.07 21.07 -50.25 -.41 -.41 -6.90 3.82 3.82 -4.66 -1.03 -1.03 -52.71 24.30 24.30 -15.51 max 4 . 00 4.57 . 00 .79 .00 min 5 -11.98 .00 -.69 .00 -5.94 .00 .00 .00 .00 .00 .00 > <- -SHEAR FORCE - -> min left right 7 8 9 - -50.25 -9.60 13.92 - 6.90 -11.38 5.18 - 4.66 -5.51 4.76 -52.71 -4.69 12.31 -15.51 -14.99 10.51 max 6 .00 .00 .00 .00 .00 N 9 8.88 20.19 17.37 min 7 -- .00 .00 .00 .00 .00 ce 00 N0 � WO u_Q N � W I-O W 0 O - O I- W • b- ; z C) O !!-- Z Page 8 (RUN 8 AT GRID 9) 6 10.51 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7 - MOMENTS ==== r_==== ==== == = = == =fl = == =max S PAN -1 1 2 3 4 5 Note: * SPAN -1 1 2 3 4 5 Note: * 7.1 REDUC <- left* -> 2 -7.12 -57.03 -6.27 -1.60 -72.42 face -of- support 7.2 RE left* max 2 -5.14 -37.52 -3.83 -.72 -47.77 face -of- support left* REDUCED TO FACE -OF- SUPPORT min 3 -5.14 -37.52 -3.83 -.72 -47.77 E D <- D U C E D _ _ __ midspan 3 31.77 -.76 5.85 -1.67 36.53 15.51 < - - -- midspan max 4 21.07 -.41 3.82 -1.03 24.30 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) ___ min 5 21.07 -.41 3.82 -1.03 24.30 .00 DEAD LOAD MOMENTS (k -ft) -> <- right* -> 4 -61.07 -5.62 -2.70 -66.50 -11.43 LIVE LOAD MOMENTS (k -ft) Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) > < - - -- midspan - - - -> < ADAPT -PT V- 6.08 ACI .0 < right* max 6 -40.19 -3.39 -1.46 -43.86 -7.99 min 7 -40.19 -3.39 -1.46 -43.86 -7.99 right* > /2 (' .00 = = = = = = Page 9 SPAN max min max min max min -1 2 3 4 5 6 7 1 -12.26 -12.26 52.84 52.84 - 101.26 - 101.26 2 -94.55 -94.55 -1.18 -1.18 -9.01 -9.01 3 -10.10 -10.10 9.68 9.68 -4.17 -4.17 4 -2.33 -2.33 -2.70 -2.70 - 110.36 - 110.36 5 - 120.20 - 120.20 60.83 60.83 -19.42 -19.42 Note: = face -of- support 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES a ======1M 26========== s=============a sa a========== = = = = = = = == === = =a= = === ==a=== ==s== 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 == harped tendon 9.2 T E N D O N P R O F I L E TYPE X1 /L X2 /L X3 /L A/L 1 2 3 4 5 1 2 .100 .500 .100 .000 2 2 .100 .500 .100 .000 3 2 .100 .500 .100 .000 4 2 .100 .500 .100 .000 5 2 .100 .500 .100 .000 9.3 - SELECTED POST- TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION IL( (RUN 8 AT GRID 9) ADAPT -PT V- 6.08 ACI Page 10 * = face -of- support Note: * = face -of- support (RUN 8 AT GRID 9) ADAPT -PT V- 6.08 ACI < SELECTED VALUES > <- CALCULATED VALUES -> Z FORCE <- DISTANCE OF CGS (in) -> P/A Wbal SPAN (k / -) Left Center Right (psi) (k / -) - - 1 2 3 4 5 6 7 X 41 2 1 321.600 5.00 3.80 6.50 202.26 1.659 u� 2 321.600 6.50 5.50 6.50 202.26 1.715 U p 3 321.600 6.50 6.10 6.50 202.26 1.785 vii 4 321.600 6.50 5.50 6.50 202.26 1.628 W 5 321.600 6.50 3.50 5.00 202.26 1.627 9 W° Approximate weight of strand 494.0 LB 2 QQ LL 9.5 R E Q U I R E D MINIMUM P O S T- T ENS I O N I N G FORCES (kips) F W <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> .?..F SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT O - - 2 3 4 5 6 7 - - -- W W 1 .00 .00 .00 306.75 198.75 306.75 ? D 2 2 .00 .00 .00 306.75 198.75 306.75 3 .00 .00 .00 306.75 306.75 306.75 0 - 4 .00 .00 .00 306.75 198.75 306.75 5 .00 .00 .00 306.75 198.75 306.75 W V Note: LL" O W Z OF O 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) Z LE C E N T E R R I G H T * SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM - 1 2 3 4 5 6 7 - -- 1 - 235.64 59.30 - 310.18 -94.34 - 187.05 -29.15 2 - 188.51 -26.48 - 167.03 - 237.50 - 237.32 62.35 3 - 234.25 56.76 - 205.92 - 198.60 - 234.42 57.08 4 - 237.49 62.66 - 161.20 - 243.32 - 181.29 -39.61 5 - 179.29 -43.26 - 336.61 -67.92 - 231.74 52.20 9.7 POST - TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS Page 11 < -- S P A N SPAN left* - 1 2 1 140.67 2 165.08 3 136.83 4 133.00 5 179.42 Note: * E. face -of- support <-- REACTIONS (k ) - -> -joint 2 1 -.669 2 -1.659 3 1.414 4 4.360 5 -3.230 6 -.215 SPAN - 1 1 2 3 4 5 left* max 2 -10.45 - 151.02 -50.81 -42.94 - 175.98 Note: * = face -of- support min 3 -10.45 - 151.02 - 50.81 - 42.94 - 175.98 (RUN 8 AT GRID 9) ADAPT -PT V- 6.08 ACI M O M E N T S (k -ft) - -> right* 4 midspan 3 -29.02 -6.61 -8.87 -6.37 -31.16 10 - F A C T O R E D M O M E N T S & R E A C T I O N S ==============Mi = = === === = ==== = ===== _ =ms = == =so = === ==== = ===== = ======== =s == == Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) < - - -- midspan max 4 83.46 - 21.77 - 23.65 - 23.86 101.49 170.00 139.50 131.08 172.08 143.08 < -- COLUMN MOMENTS (k -ft) - -> Lower columns Upper columns 9.092 .000 -2.660 .000 -.247 .000 .023 .000 4.638 .000 - 11.108 .000 min 5 83.46 - 21.77 - 23.65 -23.86 101.49 < -- SPAN SHEARS (k ) - -> SH(1) SH(r) 5 6 .67 2.33 .91 -3.44 -.22 right* max 6 - 156.42 - 46.63 - 47.51 - 168.09 -19.13 .67 2.33 .91 -3.44 -.22 min 7 - 156.42 - 46.63 -47.51 - 168.09 - 19.13 1Wr Page 12 10.2 SECONDARY MOMENTS (k -ft) SPAN < -- left* - -> <- midspan -> < -- right* - -> -1 2 3 4 1 8.59 3.15 -2.29 2 -7.19 -20.00 -32.81 3 -35.48 -38.35 -41.21 4 -39.28 -19.77 -.25 5 7.13 9.04 10.95 Note: * = face -of- support (RUN 8 AT GRID 9) ADAPT -PT V- 6.08 ACI 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -ft) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min -1 2 3 4 5 6 7 1 38.06 21.73 -16.54 -36.90 .00 .00 2 99.38 56.37 14.78 7.01 .00 .00 3 46.87 28.70 -1.75 -2.92 .00 .00 4 45.09 29.03 3.05 1.72 .00 .00 5 105.38 58.97 -7.90 -17.99 .00 .00 6 41.97 24.10 48.35 21.99 .00 .00 11 - M I L D S T E E L ss == =s= = == = = = = =aaasas =fl === = = === ==== . = = = == == = = === = = =!= = = = == = = = == = == =sue = was === Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments TOTAL WEIGHT OF REBAR = 309.4 lb AVERAGE = .3 psf 11.2.1 S T E E L A T M I D- S P A N T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > (in ^2) < - - -ULT TENS > 1-- - - - - -2 3 4 5 6 7 8---- -- - - 9 - -- Page 13 1 .00 2 .00 3 .00 4 .00 5 .00 11.3.1 S T E E L A T S U P P O R T S T O P As DIFFERENT REBAR CRITERIA JOINT (in ^2) < - - -ULT MIN > 1 2 3 4 1 1.60 ( .00 1.60 2 1.60 ( .00 1.60 3 1.19 ( .00 1.19 4 1.19 ( .00 1.19 5 1.73 ( .00 1.73 6 1.73 ( .00 1.73 11 - M I L D S T E E L 11.5 TOTAL WEIGHT OF REBAR Note: * = face -of- support .00 .00 .00 .00 .00 .00 . 00 . 00 . 00 . 00 (RUN 8 AT GRID 9) ADAPT -PT V- 6.08 ACI . 00) .00) .00) .00) . 00) .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . 00) .00) .00) .00) . 00) B O T T O M As DIFFERENT REBAR CRITERIA (in ^2) < - - -ULT MIN > 5 6 7 8 9 - -- .00) .00 ( .00 .00 .00) .00) .00 ( .00 .00 .00) .00) .00 ( .00 .00 .00) . 00) .00 ( .00 .00 .00) .00) .00 ( .00 .00 .00) .00) .00 ( .00 .00 .00) === m====n== ss=====i M=== = =====71=== = =s == === =s==== =M== =n n ===MS=aaa =as = = =a.i1 Support cut -off length for minimum steel(length /span) Span cut -off length for minimum steel(length /span) Top bar extension beyond where required Bottom bar extension beyond where required .17 .33 12.00 in 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments 309.4 lb AVERAGE = 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> SPAN max min max min max min -1 2 3 4 5 6 7 1 -9.25 -9.25 97.62 97.62 - 129.30 - 129.30 2 - 137.85 - 137.85 -11.42 -11.42 -39.09 -39.09 3 -40.79 -40.79 -13.89 -13.89 -38.00 -38.00 4 -36.19 -36.19 -14.44 -14.44 - 156.01 - 156.01 5 - 146.74 - 146.74 116.70 116.70 -17.95 -17.95 .3 psf REDISTRIBUTION COEFFICIENT( %) left right 8 9 .00 14.43 14.43 14.74 15.29 15.29 14.74 13.93 13.93 .00 Page 14 (RUN 8 AT GRID 9) ADAPT -PT V- 6.08 ACI 11.7.1 R E D I S T R I B U T E D STEEL AT M I D - S P A N Z T 0 P BOTTOM As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (inA2) < - - -ULT TENS > (inA2) < -- -ULT TENS > CC 1 - -1 2 3 4 5 6 7 8 9 - - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) O U 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 0 0 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) (Ow 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 1- 5 .00 ( .00 .00 .00) .00 ( .00 .00 .00) cow WD 2 11.8.1 R E D I S T R I B U T E D STEEL AT S U P P O R T S TOP BOTTOM 11.< As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA N a JOINT (in ^2) < - - -ULT MIN > (in ^2) < - - -ULT MIN > _ - -1 2 3 4 5 6 7 8 9 - - -- Z 1 1.60 ( .00 1.60 .00) .00 ( .00 .00 .00) 2 1.60 ( .00 1.60 .00) .00 ( .00 .00 .00) P O 3 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) W 4 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) :ED 5 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) 0 co 6 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) GAF- WW 11.2.2 & 11.3.2 SELECTION OF REBAR U u' O .z SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [in ^2] U .. -- 1 - - - -2 3 4 - - - -5 6 7 1 1 T 4# 6 x 6'6" 1.76 0 1 2 T 4# 6 x 10'6" 1.76 Z 2 3 T 4# 6 x 8'0" 1.76 3 4 T 4# 6 x 8'0" 1.76 4 5 T 4# 6 x 11'6" 1.76 5 6 T 4# 6 x 7'0" 1.76 Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. Page 15 11.5.1 STEEL DISPOSITION - TOP BARS SPAN - -1- 1 1 2 2 3 3 4 4 5 5 2 LEFT 3 RIGHT 3 LEFT 4 RIGHT 4 LEFT 5 RIGHT 5 LEFT 6 RIGHT TOP STEEL ID LOCATION NUM BAR LENGTH [ft] -2 3 --- 4 - - - -5 6 1 LEFT 4 # 6 x 6'6" 2 RIGHT 4 # 6 x 5'6" 4 # 6 x 5'0" 4 # 6 x 4'6" 4 # 6 x 4'0" 4 # 6 x 4'0" 4 # 6 x 4'6" 4 # 6 x 5'6" 4 # 6 x 6'0" 4 # 6 x 7'0" 11.5.2 STEEL DISPOSITION - BOTTOM BARS BOTTOM STEEL SPAN I ID LOCATION I NUM BAR LENGTH [ft]1 1-- - -I - -2 3 I--- 4 - - - -5 6 12 - P U N C H I N G S H E A R C H E C K (RUN 8 AT GRID 9) ADAPT -PT V- 6.08 ACI LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) v y: Page 16 JNT COND. 1 - - - -2 1 2 2 1 3 1 4 1 5 1 6 2 FACTORED ACTIONS shear moment k k -ft 3 4 38.06 36.90 99.38 14.78 46.87 2.92 45.09 3.05 105.38 17.99 41.97 48.35 (RUN 8 AT GRID 9) ADAPT -PT V- 6.08 ACI <- PUNCHING SHEAR STRESSES IN psi -> due to due to shear moment 5 6 34.15 5.37 50.87 1.91 23.99 .38 23.08 .40 53.94 2.33 37.66 3.92 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY 13 - MAXIMUM SPAN D E F L E C T I O N S TOTAL 7 39.52 52.78 24.37 23.48 56.27 41.59 Concrete's modulus of elasticity Ec = 4030.50 ksi Creep factor K = 2.00 Ieffective /Igross...(due to cracking) K = 1.00 ,v allow- STRESS able RATIO CASE 8 9 10 240.42 .16 2 233.28 .23 2 233.28 .10 2 233.28 .10 2 233.28 .24 2 240.42 .17 2 a == ======asaaa asaaaaaa ======aaa=aaaaaaaaasaaa =:aria= aaaaaa ===================== Where stresses exceed 6(fc')A1 /2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL +PT +CREEP LL OL +PT +LL +CREEP - 1 2 3 4 5 6 1 .03 .01 .02(10133) .02(12704) .04( 5637) 2 .00 .00 .00(34102) .00(62775) - .01(22098) 3 .00 .00 .01(16698) .00( * * * * *) .01(15198) 4 -.01 .00 .00(41319) .00(38804) - .01(20011) 5 .04 .01 .04( 6222) .02( 9810) .06( 3807) ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Version 6.08 Date: 217/01 Time: 1:55:48 PM File: RUN 9 AT GRID 8 1 - PROJECT TITLE COMFORT SUITES HOTEL, TUKWILA WASHINGTON 1.1 DESIGN STRIP RUN 9 AT GRID 8 2 - MEMBER ELEVATION 0 iftl 8 92 15 25 7.75 123 1925 4' 3 - TOP REBAR 3.1 User selected , . 32 User selected . • 3.3 ADAPT selected 3.4 ADAPT selected 0 re- 4surrir Q 466691? Q 465X817 Qua, iv ( 4116)1713" • 4 - TENDON PROFILE 4.2 Datum Une 4.3 CGS Distance Iln) r. 4.5 Face (321 6 / ;1691 • 5 - BOTTOM REBAR 5.1 User selected . . 5.2 User selec:ted . 5.3 ADAPT selected 5.4 ADAPT selected ... • • 132 . . Mt i Wei . , . : . . 132te bps" 1 • ., " .-. (121 6 Ws) . . . . 6 - REQUIRED & PROVIDED BARS met 137 137 137 1.73 1.73 6.1 Top Bars 2. f It -1-...... provided 1 0. 6.2 Bottom Bars 0 00 000 000 000 000 7- PUNCHING SHEAR OK=Acceptable NG=No Good 'omit applicable or not pectomied I I .24 7.1 Stress Ratio - .18 I .16 .07 1 „ 7.2 Status ' OK ' OK ' OK ' OK 8-LEGEND -4 Stressing End -1 Dead End 9- DESIGN PARAMETERS 9.1 Code: ACI r as 5 ksi t • 60 ksi (tongitudinal) 1, = 66.72 ksi (shear) f = 270 ksi 9.2 Reber Cover: Top = 1 in Bottom az 1 in Reber Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: f„, a .8 f 9.4 Strand Area = .153 In" 10 - DESIGNER'S NOTES A• POST- TENSIONING: ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 7,2001 At Time: 13:55 PROJECT FILE: RUN 9 AT GRID 8 P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 9 AT GRID 8 1 -USER SPECIFIED GENERAL DES I GN PARAMETERS Q a=: asewaa vsa ============ ====== TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom to 1 CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 3605.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf 6.000 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) S P A N -1 1 2 - I N P U T G E O M E T R Y Page 2 (RUN 9 AT GRID 8) 2 3 4 5 FI 1 01 RI LENGTH' WIDTH MI ft I in LEGEND: 1 - SPAN C = Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 in ^2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TWO -WAY YES YES a= sal ===s= = = == == == = = = == =as = = alas = = = = =__ _ ___ _= = = == z = = == ==as === =t == =a= = = = =__ _ _ __= a== TOP IBOTTOM /MIDDLEI 1 1 FLANGE I FLANGE I REF I MULTIPLIER DEPTHI width thick.) width thick.IHEIGHTI left right in I in in I in in I in I 3 - - - -4 5 6 7 8 9 10 - - - -11 12- - - -13- 1 8.92 159.00 10.00 10.00 .50 .50 1 15.25 159.00 10.00 10.00 .50 .50 1 7.75 159.00 10.00 10.00 .50 .50 1 12.83 159.00 10.00 10.00 .50 .50 1 19.25 159.00 10.00 10.00 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line Page 3 (RUN 9 AT GRID 8) 2.1.5 - D R O P C A P A N D D R O P PANEL D A T A = = CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR JOINT in in in in in in in in in - -1 2 3 4 5 6 7 8 9 10- 1 .00 .00 .00 .00 .00 .00 .00 .00 .00 2 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 6 28.00 48.00 24.00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPB = Transverse Width CAPDL Extension left of joint CAPDR - Extension right of joint 2.2 - S U P P O R T SUPPORT WIDTH JOINT in - -1 2 1 12.00 2 18.00 3 18.00 4 18.00 5 18.00 6 18.00 W I D T H A N D LOWER COLUMN LENGTH B(DIA) D ft in in 3 4 5 6 1.50 159.00 12.00 (1) 15.00 18.00 .00 (1) 15.00 18.00 .00 (1) 15.00 18.00 .00 (1) 15.00 18.00 .00 (1) 15.00 18.00 .00 (1) DROP PANEL, DIMENSIONS: DROPTL Total depth left of joint DROPTR = Total depth right of joint DROPB - Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint CBC* C O L U M N D A T A LENGTH ft 7 .00 . 00 .00 .00 . 00 .00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 ADAPT -PT V- 6.08 ACI UPPER COLUMN > B(DIA) D CBC* in in 8 9-- - -10 .00 .00 (1) . 00 .00 (1) .00 .00 (1) . 00 .00 (1) . 00 .00 (1) .00 .00 (1) Page 4 (RUN 9 AT GRID 8) ADAPT -PT V- 6.08 ACI Z �Z �W 3- I N PUT A P P L I E D LO D I N G O aa=sa==av= =a = =va -- - - a - -=a = =c= zap = = == =e.._- ___==__ =aa __._. -_ 00 MO <--- CLASS - - -> < TYPE > to W D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM 9 L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Wu. Li= LINE LOAD w0 SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf t.- Intensity ( From ... To ) ( M or C ...At) Total on Trib v O SPAN CLASS TYPE k /ftA2 ( ft ft ) (k -ft or k ...ft) k /ft W -1 2 3 4 5 6 7 8 9 Z 1 L U .100 .00 6.92 1.325 Z O- 1 L U .100 6.92 8.92 1.325 W 1 D U .024 .00 6.92 .318 V O 1 D U .024 6.92 8.92 .318 O N 1 SW P .00 6.92 1.656 01- 1 SW P 6.92 8.92 2.556 W W k-__-_() 2 L U .100 .00 2.00 1.325 u. ~O 2 L U .100 2.00 13.25 1.325 2 2 L U .100 13.25 15.25 1.325 O N 2 D U .024 .00 2.00 .318 0 2 D U .024 2.00 13.25 .318 0 2 D U .024 13.25 15.25 .318 2 SW P .00 2.00 2.556 2 SW P 2.00 13.25 1.656 2 SW P 13.25 15.25 2.556 3 L U .100 .00 2.00 1.325 3 L U .100 2.00 5.75 1.325 3 L U .100 5.75 7.75 1.325 3 D U .024 .00 2.00 .318 3 D U .024 2.00 5.75 .318 3 D U .024 5.75 7.75 .318 3 SW P .00 2.00 2.556 3 SW P 2.00 5.75 1.656 3 SW P 5.75 7.75 2.556 4 L U .100 .00 2.00 1.325 Page 5 (RUN 9 AT GRID 8) ADAPT -PT V- 6.08 ACI 4 L U .100 2.00 10.83 1.325 Z 4 L U .100 10.83 12.83 1.325 4 D U .024 .00 2.00 .318 4 D U .024 2.00 10.83 .318 a 2 4 D U .024 10.83 12.83 .318 U 4 SW P .00 2.00 2.556 U O 4 SW P 2.00 10.83 1.656 COO 4 SW P 10.83 10.83 2.556 (Ow 4 SW P 10.83 12.83 2.556 5 L U .100 .00 2.00 1.325 W 0 5 L U .100 2.00 17.25 1.325 1- 5 L U .100 17.25 19.25 1.325 Q 5 D U .024 .00 2.00 .318 5 D U .024 2.00 17.25 .318 N d 5 D U .024 17.25 19.25 .318 W 5 SW P .00 2.00 2.556 ? 5 SW P 2.00 17.25 1.656 O 5 SW P 17.25 19.25 2.556 W n 0 0 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING O F smaasm.... nflfl as fl fl ... . aaa=azmnn n== ==..apeman n r. =smaasaata: W U UNIFORM I! p (k /ft ^2), ( CON. or PART. ) ( MOMENT ) UJ Z SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) Ca - 2 3 4 5 6 7 8 O p Z 1 L U .100 1 D U .024 2 L U .100 2 D U .024 3 L U .100 3 D U .024 4 L U .100 4 D U .024 5 L U .100 5 D U .024 NOTE: SELFWEIGHT INCLUSION REQUIRED 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 7 a: /,d stiY'{ Page 6 (RUN 9 AT GRID 8) ADAPT -PT V- 6.08 ACI 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A= cross - sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in ^2 inA4 in in 2 3 4 5 SPAN 1 1 1590.00 .1325E +05 5.00 5.00 2 2454.00 .1463E +06 18.07 9.93 SPAN 2 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 3 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E406 18.07 9.93 SPAN 4 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 5 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 5 - D E A D L O A D MOMENTS, S H E A R S & R E A C T I O N S ea== a = ==== =3= =s== == == a = = u = = = == == == _ = < 5.1 S P A N MOMENTS (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(.1)* Midspan M(r)* SH(1) SH(r) -1 2 3 4 5 6 1 -.77 -1.29 -42.88 -4.29 15.12 2 -45.10 14.08 -45.13 -16.85 16.86 3 -42.92 -4.25 1.17 -15.14 3.76 4 .36 .84 -83.54 -7.93 21.00 5 -91.58 35.85 -23.21 -24.35 17.25 Page 7 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > - -1 2 1 4.29 2 31.98 3 31.99 4 11.69 5 45.36 6 17.25 6 - L I V E LOAD < -- 6.1 L I V E left* SPAN max -1 2 1 -.50 2 -29.10 3 -27.53 4 1.26 5 -59.83 Note: * Centerline moments JOINT - - 1 1 2 3 4 5 6 • max 2 2.87 19.06 19.02 5.50 27.92 10.44 (RUN 9 AT GRID 8) ADAPT -PT V- 6.08 ACI <- 5.4 COLUMN MOMENTS (k -ft) -> Lower columns Upper columns -.77 .00 -2.21 .00 2.21 .00 -.81 .00 -8.04 .00 23.21 .00 M O M E N T S, S H E A R S & R E A C T I O N S s ants= nna=: a:== aannn === == =se:sanMMM = = ==== === =xn -c == = =aa= ============= == = == L 0 A D SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> > < - -- midspan - - -> < min max min 3 4 5 -.50 -.88 -.88 -29.10 9.46 9.46 -27.53 -2.91 -2.91 1.26 .64 .64 -59.83 23.85 23.85 <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k ft) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > min 3 .00 .00 .00 .00 .00 .00 max 4 .00 .00 1.49 .00 .00 15.22 -- right* max 6 -27.61 -29.03 1.82 -54.51 -15.22 min 5 -.50 - 1.48 .00 -.56 - 5.32 .00 > <- -SHEAR FORCE - -> min left right 7 8 9 -- - 27.61 -2.87 8.95 -29.03 -10.11 10.10 1.82 -8.92 1.35 -54.51 -4.15 12.85 - 15.22 -15.07 10.44 max 6 .00 .00 .00 .00 .00 .00 min 7 - . 00 .00 .00 . 00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases Page 8 (RUN 9 AT GRID 8) 7- MOMENTS REDUCED TO FACE -OF- SUPPORT = a== == = = = == SPAN -1 1 2 3 4 5 Note: * - face -of- support SPAN -1 1 2 3 4 5 Note: * = face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) = == = = = === ====-= = = == == sac== ===== = = = = = = =_ _ ____ _______ Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) SPAN -1 1 2 7.1 REDUCED DEAD LOAD MOMENTS (k -ft) <- left* -> <- midspan -> 2 1.13 -33.27 -32.38 5.50 -74.13 7.2 REDUCED left* max 2 .77 - 21.88 -21.22 4.01 -48.90 left* max 2 1.90 - 55.15 min 3 .77 - 21.88 -21.22 4.01 - 48.90 min 3 1.90 - 55.15 3 -1.29 14.08 -4.25 .84 35.85 <- right* -> 4 - 32.35 - 33.29 3.18 -68.59 -11.08 LIVE LOAD MOMENTS (k -ft) < - - -- midspan - - - -> < max min 4 5 -.88 -.88 9.46 9.46 -2.91 -2.91 .64 .64 23.85 23.85 < - - -- midspan - - - -> max min 4 5 -2.17 -2.17 23.54 23.54 r; ADAPT -PT V- 6.08 ACI right* max 6 - 21.27 - 21.82 2.46 -45.25 -7.77 right* max 6 - 53.63 - 55.12 min 7 -21.27 -21.82 2.46 -45.25 -7.77 min 7 -53.63 -55.12 Page 9 3 -53.59 -53.59 -7.16 -7.16 5.64 5.64 4 9.51 9.51 1.48 1.48 - 113.84 - 113.84 5 - 123.03 - 123.03 59.70 59.70 -18.85 -18.85 Note: * = face -of- support 9 - SELECTED POST- TENSIONING FORCES AND TENDON PROFILES ================= ============================= = == = _ __= = 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon 9.2 T E N D O N P R O F I L E TYPE X1 /L X2 /L X3 /L A/L 1 2 3 4 5 1 2 .100 .500 .100 .000 2 2 .100 .500 .100 .000 3 2 .100 .500 .100 .000 4 2 .100 .500 .100 .000 5 2 .100 .500 .100 .000 9.3 - SELECTED POST - TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION < SELECTED VALUES > <- CALCULATED VALUES -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal SPAN (k / - Left Center Right (psi) (k / -) -1 2 3 4 5 6 7 o (RUN 9 AT GRID 8) ADAPT -PT V- 6.08 ACI Page 10 41 •'r�= �;;'rP.�"�'1`ir,t °'dAd:. 1 321.600 5.00 5.25 6.50 202.26 1.684 2 321.600 6.50 5.10 6.50 202.26 1.613 3 321.600 6.50 6.10 6.50 202.26 1.785 4 321.600 6.50 5.50 6.50 202.26 1.628 5 321.600 6.50 3.50 5.00 202.26 1.627 Approximate weight of strand 452.9 LB 9.5 R E Q U I R E D MINIMUM P O S T- T E N S I G N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT -1 2 3 4 5 6 7 - -- 1 .00 .00 .00 198.75 306.75 306.75 2 .00 .00 .00 306.75 198.75 306.75 3 .00 .00 .00 306.75 306.75 306.75 4 .00 .00 .00 306.75 198.75 306.75 5 .00 .00 .00 306.75 198.75 306.75 Note: * = face -of- support (RUN 9 AT GRID 8) ADAPT -PT V- 6.08 ACI 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) LEFT* C E N T E R R I G H T * SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - -- 1 - 214.62 - 189.91 - 176.05 - 228.48 - 210.79 14.07 2 - 209.89 12.43 - 235.00 - 169.52 - 212.14 16.52 3 - 209.76 12.20 - 153.22 - 251.31 - 239.95 67.13 4 - 244.15 74.78 - 174.27 - 230.26 - 179.33 -43.18 5 - 177.70 -46.15 - 333.09 -71.44 - 232.06 52.78 Note: * = face -of- support 9.7 POST - TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) -1 2 3 4 5 6 1 .83 -3.62 151.50 2.82 2.82 Page 11 (RUN 9 AT GRID 8) ADAPT -PT V- 6.08 ACI 2 151.92 -16.31 154.67 -.20 -.20 3 150.25 -3.67 128.08 3.55 3.55 4 129.33 -7.66 173.08 -3.86 -3.86 5 180.33 -30.81 142.83 -.16 -.16 Note: * a face -of- support <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> -joint 2 Lower columns Upper columns 1 -2.816 2.236 .000 2 3.015 2.381 .000 3 -3.746 -1.934 .000 4 7.410 1.060 .000 5 -3.707 4.166 .000 6 -.156 - 10.892 .000 10 - F A C T O R E D M O M E N T S & REACT ION S a Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min - 1 2 3 4 5 6 7 1 3.67 3.67 -13.62 -13.62 - 102.36 - 102.36 2 - 104.16 - 104.16 16.80 16.80 - 101.36 - 101.36 3 - 103.48 - 103.48 -44.05 -44.05 -35.63 -35.63 4 -28.62 -28.62 -18.80 -18.80 - 172.31 - 172.31 5 - 179.40 - 179.40 100.13 100.13 -18.44 -18.44 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -ft) SPAN < -- left* - -> <- midspan -> < -- right* - -> - 1 2 3 4 1 .83 -10.32 -20.77 Page 12 2 3 4 5 JOINT - 1 1 2 3 4 5 6 - 20.35 - 22.07 -42.94 8.00 Note: * = face -of- support 11 - M I L D S T E E L -18.98 -33.15 -21.06 9.39 TOTAL WEIGHT OF REBAR = (RUN 9 AT GRID 8) 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -ft) (k) < -- LOWER column - -> < -- UPPER column - -> max min max min 2 3 4 5 8.06 3.18 1.16 .32 80.19 47.79 -.72 -3.24 73.37 41.04 3.70 1.16 33.12 23.78 -.07 -1.02 107.26 59.80 -7.09 -16.14 41.74 23.99 47.48 21.60 Support cut -off length for minimum steel(length /span) Span cut -off length for minimum steel(length /span) Top bar extension beyond where required Bottom bar extension beyond where required REINFORCEMENT based on NO REDISTRIBUTION of factored moments 11.2.1 S T E E L A T T O P As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > - - 1 2 3 4 5 1 .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) M I D - S P A N -17.62 -44.24 .82 10.78 max 6 .00 .00 .00 .00 .00 .00 .17 .33 12.00 in 12.00 in min 7 .00 .00 .00 .00 .00 .00 ADAPT -PT V- 6.08 ACI 12l==,===== = == == = = === =say == 294.4 lb AVERAGE = .3 psf B O T T O M As DIFFERENT REBAR CRITERIA (inA2) < -- -ULT TENS > 6 7 8 9 - -- . 00 ( .00 .00 .00) . 00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) �W 00 coo cow • u. W D • O • W n o O - O ,- tu s2 V.. Q w Z v o O Page 13 (RUN 9 AT GRID 8) 5 .00 ( 11.3.1 S T E E L A T S U P P O R T S T O P As DIFFERENT REBAR CRITERIA JOINT (inA2) < - - -ULT MIN > 1 2 3 1 1.19 2 1.37 3 1.37 .00 .00 .00) .00 .00 .00 .00 4 1.19 ( .00 1.19 5 1.73 ( .00 1.73 6 1.73 ( .00 1.73 11 - M I L D S T E E L Support cut -off length for minimum steel(length /span) Span cut -off length for minimum steel(length /span) Top bar extension beyond where required Bottom bar extension beyond where required 11.5 TOTAL WEIGHT OF REBAR = SPAN max min -1 2 3 1 4.59 4.59 2 -84.57 -84.57 3 -89.00 -89.00 4 -21.77 -21.77 5 - 149.85 - 149.85 Note: * = face -of- support R E D I S T R I B U T E D T O P As DIFFERENT REBAR CRITERIA SPAN (inA2) < - - -ULT TENS > ADAPT -PT V- 6.08 ACI .00 .00 .00) BOTTOM As DIFFERENT REBAR CRITERIA (inA2) < - - -ULT MIN > 4 5 6 7 8 9 - -- 1.19 .00) .00 ( .00 .00 .00) 1.37 .00) .00 ( .00 .00 .00) 1.37 .00) .00 ( .00 .00 .00) .00) .00 ( .00 .00 .00) .00) .00 ( .00 .00 .00) .00) .00 ( .00 .00 .00) REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments 294.4 lb AVERAGE = 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> max min max min 4 5 6 7 -5.43 -5.43 -87.36 -87.36 36.19 36.19 -82.18 -82.18 -33.64 -33.64 -29.31 -29.31 -8.32 -8.32 - 158.18 - 158.18 115.50 115.50 -17.24 -17.24 .17 .33 12.00 in 12.00 in STEEL AT M I D - S P A N B O T T O M As DIFFERENT REBAR CRITERIA (inA2) < -- -ULT TENS > .3 psf REDISTRIBUTION COEFFICIENT( %) left right 8 9 .00 15.29 14.74 14.74 15.29 15.29 14.74 13.85 13.85 .00 Page 14 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH (ft] AREA (in"2] 1 - - - -2 3 4 - - - -5 6 7 1 1 T 4# 6 x 4'6" 1.76 1 2 T 4# 6 x 9'0" 1.76 2 3 T 4# 6 x 9'0" 1.76 3 4 T 4# 6 x 8'0" 1.76 4 5 T 4# 6 x 11'6" 1.76 5 6 T 4# 6 x 7'0" 1.76 11.5.1 STEEL DISPOSITION - TOP BARS (RUN 9 AT GRID 8) ADAPT -PT V- 6.08 ACI 1 2 3 4 5 6 7 8 9 - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 5 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 11.8.1 R E D I S T R I B U T E D STEEL AT S U P P O R T S T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (inA2) < - - -ULT MIN > (in ^2) < - - -ULT MIN > - - 1 2 3 4 .• -5 6 7 8 9 - -- 1 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 2 1.37 ( .00 1.37 .00) .00 ( .00 .00 .00) 3 1.37 ( .00 1.37 .00) .00 ( .00 .00 .00) 4 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 5 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) 6 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. rage Page 15 TOP STEEL SPAN ID LOCATION NUM BAR LENGTH [ft] - -1 - - -- - -2 3 --- 4 - - - -5 6 1 1 LEFT 4# 6 x 4'6" 1 2 RIGHT 4# 6 x 4'6" 2 2 LEFT 4# 6 x 5'0" 2 3 RIGHT 4# 6 x 5'0" 3 3 LEFT 4# 6 x 4'6" 3 4 RIGHT 4# 6 x 4'0" 4 4 LEFT 4 5 RIGHT BOTTOM STEEL 1 SPAN 1 ID LOCATION 1 NUM BAR LENGTH (ft]1 -- 1-- - -1 - -2 3 4 - - - -5 6 1 4 # 6 x 4'6" 4 # 6 x 5'6" 5 5 LEFT 4# 6 x 6'0" 5 6 RIGHT 4 6 x 7'0" 11.5.2 STEEL DISPOSITION - BOTTOM BARS 12 - P U N C H I N G S H E A R C H E C K (RUN 9 AT GRID 8) ADAPT -PT V- 6.08 ACI 1=== ==aavaa = ====== =====a2a71111=====aa as aaama =1.1010, ======== aaaaaaaaa a na==m===e== LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> shear moment due to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE Page 16 (RUN 9 AT GRID 8) ADAPT -PT V- 6.08 ACI - 1 - - - -2 3 4 5 6 7 8 9 10- Z 1 5 2 1 80.19 3.24 41.05 .42 41.47 233.28 .18 2 3 1 73.37 3.70 37.56 .48 38.04 233.28 .16 2 0: 4 1 33.12 1.02 16.96 .13 17.09 233.28 .07 2 5 1 107.26 16.14 54.91 2.09 56.99 233.28 .24 2 U O 6 2 41.74 47.48 37.46 4.06 41.52 240.42 .17 2 Op PUNCHING SHEAR CHECK NOT CARRIED OUT FOR SUPPORT WITH CONDITIONS 5 OR 6 u) ii. W 2 13 - MAXIMUM SPAN D E F L E C T I O N S gn v aaasaaaafaaflsala a acv :oxaao az'= = == asa = =am 2.s =141==="2"*. u.. - a Concrete's modulus of elasticity Ec o 4030.50 ksi W Creep factor K = 2.00 Z Ieffective /Igross...(due to cracking) K = 1.00 p Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. 2 D Values in parentheses are (span /max deflection) ratios U 0 co < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > 01- SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL+CREEP W W -1 2 3 4 5 6 V 1 .00 .00 .00(65067) .00( * * * * *) .00( * * * * *) u.~O 2 .01 .00 .00( * * * * *) .00(49068) .00(43114) .. Z 3 .00 .00 .00(54114) .00( * * * * *) .00(848 61) 4 -.01 .00 .00(75761) .00(45226) - .01(28320) 0 5 .03 .01 .04( 6431) .02(10056) .06( 3922) Z POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland, WA 98033 1425J8275995 • Fax (425) 828-4850 Made by re -, Job No. ) ) ', ' Checked by Date Sheet No. 1 i Description ? ---. I EA Job Name ; ...- r (._ (orvv T -;:..).), -..-• . *- 100 KO • 0 v;,9 VZ /E)t.S.. Lk' lb reb / 7, .e!;" /?. 17 11 1 .h - ,f - T 8Z te 5 1 ?. 03 _4 • 1 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 8.08 Date: 2/8/01 Time: 7:12:40 AM File: RUN 10 AT GRID 7 1- PROJECT TITLE COMFORT SUITES HOTEL, TUKWILA WASHINGTON 1.1 DESIGN STRIP RUN 10 AT GRID 7 2 - MEMBER ELEVATION (ft( 17.25 a 1600 1 433 O 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected O 4 - TENDON PROFILE 46 6' 0 466x1OV Qualm 4 avow i 4.2 Datum line 4.3 CGS Distance (in) 500 400 6 W56 500 6.50650 450 500 4.5 Face 13 a kkol 1 most 1321.6 t4 5 - BOTTOM REBAR 5.1 User selected , 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected 6 - REQUIRED & PROVIDED BARS 8.1 Top Bars 24 153 155 144 I l l i o c la red 1 provided t o .3- 8.2 Bottom Bars m ax 0 00 000 000 7 - PUNCHING SHEAR OK•Acceptable NG-No Good i ' -not applicable or not performed I I i 7.1 Stress Rath '• .18 ' .23 ' .2 1 7.2 Status ' OK ` OK ' OK 8 - LEGEND - Stressing End -1 Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI f - 5 ksl f„ - 60 ksi (longitudinal) f„ - 66.72 ksi (shear) f,,, a 270 ksi 9.2 Rebar Cover. Top - 1 In Bottom it 1 in Rebar Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: f - .8 f,,, 9.4 Strand Area al .153 in 10 - DESIGNER'S NOTES ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 8,2001 At Time: 7:12 PROJECT FILE: RUN 10 AT GRID 7 P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 10 AT GRID 7 1 - USER SPECIFIED GENERAL D E S I G N P A R A M E T E R S = = = == = = = = = =__ _= = = = = =a= = == ==a = = == =_ =_ = == = = = == == == = === = = = = = = = == == =_ = CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 3605.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom POST- TENSIONING: 6.000 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in +. !fix;.~ Page 2 (RUN 10 AT GRID 7) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y S P A N 1 1 2 3 Fl 1 OI RI LENGTH) WIDTH MI ft 1 in 3 - - - -4 5 1 17.25 159.00 1 16.00 159.00 1 14.33 159.00 LEGEND: 1 - SPAN C = Cantilever TWO -WAY YES YES 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS 2.1.5 - D R O P C A P ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 inA2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TOP IBOTTOM /MIDDLEI 1 1 FLANGE 1 FLANGE I REF 1 MULTIPLIER DEPTH) width thick.I width thick.IHEIGHTI left right in 1 in in 1 in in 1 in 1 6 7 8 9 - 10 - - - -11 12- - - -13- 10.00 10.00 .50 .50 10.00 10.00 .50 .50 10.00 10.00 .50 .50 A N D 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line D R O P P A N E L D A T A Page 3 (RUN 10 AT GRID 7) JOINT - -1 1 2 3 4 CAPT in 2 28.00 28.00 28.00 28.00 CAPB CAPDL CAPDR in in in 3 4 5 48.00 .00 24.00 48.00 24.00 24.00 48.00 24.00 24.00 48.00 24.00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPB = Transverse Width CAPDL = Extension left of joint CAPDR = Extension right of joint 2.2 - S U P P O R T SUPPORT < WIDTH LENGTH JOINT in ft - - 1 2 3 1 18.00 15.00 2 18.00 3 18.00 4 18.00 W I D T H A N D LOWER COLUMN B(DIA) D in in 4 5 6 18.00 .00 (1) 15.00 18.00 .00 (1) 15.00 18.00 .00 (1) 15.00 18.00 .00 (1) 3 - I N P U T A P P L I E D L O A D I N G ADAPT -PT V- 6.08 ACI DROPTL DROPTR DROPB DROPL DROPR in in in in in 6 7 8 9 10 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPB = Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint COLUMN DATA > < UPPER COLUMN > CBC* LENGTH B(DIA) D CBC* ft in in 7 .00 .00 .00 .00 8 .00 .00 .00 .00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 9-- - -10 .00 (1) .00 (1) .00 (1) .00 (1) Page 4 (RUN 10 AT GRID 7) ADAPT -PT V- 6.08 ACI Z <--- CLASS - - -> < TYPE > D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM W L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT r4 Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading 00 Unit selfweight W = 150.0 pcf N W Intensity ( From ... To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft W 0 -1 2 3 4 5 6 7 8 9 2 1 L U .100 .00 2.00 1.325 g u . 1 L U .100 2.00 15.25 1.325 N d 1 L U .100 15.25 17.25 1.325 F W 1 D U .024 .00 2.00 .318 Z 1 D U .024 2.00 15.25 .318 - F 1 D U .024 15.25 17.25 .318 F-. 1 SW P .00 2.00 2.556 W w 1 SW P 2.00 15.25 1.656 1 SW P 15.25 17.25 2.556 v N 2 L U .100 .00 2.00 1.325 U ui WW 2 L U .100 2.00 14.00 1.325 2 L U .100 14.00 16.00 1.325 2 D U .024 .00 2.00 .318 u. 0 2 D U .024 2.00 14.00 .318 Iii N 2 D U .024 14.00 16.00 .318 0.,...- 2 SW P .00 2.00 2.556 2 SW P 2.00 14.00 1.656 Z 2 SW P 14.00 16.00 2.556 3 L U .100 .00 2.00 1.325 3 L U .100 2.00 12.33 1.325 3 L 0 .100 12.33 14.33 1.325 3 D U .024 .00 2.00 .318 3 D U .024 2.00 12.33 .318 3 D U .024 12.33 14.33 .318 3 SW P .00 2.00 2.556 3 SW P 2.00 12.33 1.656 3 SW P 12.33 12.33 2.556 3 SW P 12.33 14.33 2.556 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING Page 5 UNIFORM Z ui (k/ftA2), ( CON. or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) tC3 -1 2 3 4 5 6 7 8 00 v) 0 1 L U .100 N W 1 D 0 .024 N I 2 L U .100 O 2 D U .024 W 3 L U .100 3 D U .024 I Q NOTE: SELFWEIGHT INCLUSION REQUIRED D Ili 3 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S U.1 al =natsnsaxsra¢-nffa-atatf. natty --an mman = = = = = = = = = . . . . ...- == =sass - arias :mmfl fl ======= ...... n U 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Q C Section properties are listed for all segments of each span W W A- cross - sectional geometry Yt= centroidal distance to top fiber H I== gross moment of inertia Ybffi centroidal distance to bottom fiber u' uj U O Z SPAN AREA I Yb Yt (SEGMENT) inA2 inA4 in in 2 3 4 5 SPAN 1 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 2 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 3 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 (RUN 10 AT GRID 7) ADAPT -PT V- 6.08 ACI m. = == =__ = Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -ft) -> - - 1 2 Lower columns - -- -Upper columns 1 15.55 -17.01 .00 2 40.75 6.59 .00 3 35.60 -3.90 .00 4 12.84 9.74 .00 Note: * = Centerline moments Page 6 (RUN 10 AT GRID 7) ADAPT -PT V- 6.08 ACI 5 - D E A D L O A D M O M E N T S, S H E A R S & R E A C T I O N S _ ___ < 5.1 SPAN M 0 M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) - 1 2 3 4 5 - - - -6 1 -17.01 29.93 -73.60 -15.55 22.11 2 -67.01 6.31 -50.32 -18.64 16.55 3 -54.22 20.50 -9.74 -19.05 12.84 6 - L I V E L O A D MOMENT S, S H E A R S & R E A C T I O N S < -- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> < left* > < - -- midspan - - -> < - - -- right* > < -- -SHEAR FORCE - -> SPAN max min max min max min left right - 1 2 3 4 5 6 7 8 9 - 1 -11.08 -11.08 19.79 19.79 -47.91 -47.91 -9.29 13.56 2 -43.61 -43.61 4.38 4.38 -32.43 -32.43 -11.30 9.90 3 -34.92 -34.92 13.42 13.42 -6.26 -6.26 -11.49 7.49 <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -ft) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min - - 1 2 3 4 5 - - - - - -6 7 - -- 1 9.29 .00 .00 -11.08 .00 .00 2 24.86 .00 4.30 .00 .00 .00 3 21.40 .00 .00 -2.50 .00 .00 Page 7 (RUN 10 AT GRID 7) ADAPT -PT V- 6.08 ACI Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 0 0 7- MOMENTS REDUCED TO FACE -OF- SUPPORT W aaa == __ = = = = == =.s ===_=====_=======__==== ____ 4 7.49 .00 6.26 .00 .00 .00 Mu_ 7.1 REDUCED DEAD LOAD MOMENTS (k -ft) uj0 SPAN <- left* -> <- midspan -> <- right* -> 1 J -1 2 3 4 N n 1 -6.16 29.93 -57.83 O 2 -53.84 6.31 -38.72 W 3 -40.74 20.50 -.91 Z P * = face -of- support 2 n U ON Q 7.2 REDUCED LIVE LOAD MOMENTS (k -ft) W W < left* > < - - -- midspan - - - -> < right* > ti 0 v SPAN max min max min max min Z -1 2 3 4 5 6 7 U co 1 -4.48 -4.48 19.79 19.79 -38.11 -38.11 2 -35.51 -35.51 4.38 4.38 -25.38 -25.38 Z 3 -26.68 -26.68 13.42 13.42 -1.01 -1.01 Note: Note: * = face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) _ = = == = == = =a. === .- = === = = = = == Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 -10.64 -10.64 49.73 49.73 -95.93 -95.93 2 -89.35 -89.35 10.69 10.69 -64.09 -64.09 Page 8 9.3 - SELECTED POST - TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION < SELECTED VALUES > <- CALCULATED VALUES -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal SPAN (k / -) Left Center Right (psi) (k / -) -1 2 3 4 5 6 7 1 321.600 5.00 4.00 6.50 202.26 1.576 2 321.600 6.50 5.00 6.50 202.26 1.570 3 321.600 6.50 4.50 5.00 202.26 1.631 1 (RUN 10 AT GRID 7) ADAPT -PT V- 6.08 ACI 3 -67.42 -67.42 33.92 33.92 -1.93 -1.93 ZZa Note: F Z * = face -of- support I U 00 coo cow 9 - SELECTED POST- TENSIONING FORCES AND TENDON PROFILES a== s====== = =n= == = = = = =____ == = = == == = = = = =a== =_--- ___________________ = == = ==3 == ) pi. W 9.1 PROFILE TYPES AND PARAMETERS 2 LEGEND: g Q For Span: < 1 = reversed parabola N CY 2 = simple parabola with straight portion over support W 3 = harped tendon Z + For Cantilever: 0 1 = simple parabola 2 a 2 = partial parabola V ca 3 = harped tendon p N 0H WW 9.2 TENDON PROF I L E U TYPE X1 /L X2 /L X3 /L A/L u.� 1 2 3 4 5 Z 1 2 .100 .500 .100 .000 v w 2 2 .100 .500 .100 .000 3 2 .100 .500 .100 .000 0 ======================================== ====================== --= = == = == = =_ Page 9 (RUN 10 AT GRID 7) ADAPT -PT V- 6.08 ACI Approximate weight of strand 341.9 LB �SU 9.5 R E Q U I R E D MINIMUM P O S T- T E N S I G N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT -1 2 3 4 5 6 7 - -- 1 .00 .00 .00 306.75 198.75 306.75 2 .00 .00 .00 306.75 198.75 306.75 3 .00 .00 .00 306.75 198.75 306.75 Note: * = face -of- support 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) LEFT* C E N T E R R I G H T * SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - -- 1 - 235.59 59.20 - 312.89 -91.64 - 190.09 -23.60 2 - 193.27 -17.82 - 203.29 - 201.24 - 207.48 8.04 3 - 205.52 4.47 - 270.59 - 133.94 - 239.19 65.75 Note: * - face -of- support 9.7 POST - TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) -1 2 3 4 5 6 1 139.00 -25.29 168.42 .68 .68 2 165.75 -10.47 157.92 .54 .54 3 158.83 -18.82 134.67 -1.25 -1.25 Note: * = face -of- support <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> -joint 2 Lower columns Upper columns 1 -.684 7.407 .000 Page 10 Note: * = face -of- support (RUN 10 AT GRID 7) ADAPT -PT V- 6.08 ACI 2 .145 -1.771 .000 Z 3 1.789 .382 .000 4 -1.251 -3.534 .000 F- W Cr U U O co D 10 -FACTORED MOMENTS & REACTIONS N O Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) N O < left* > < - - -- midspan - - - -> < right* > W SPAN max min max min max min g- -1 2 3 4 5 6 7 )- O 1 -9.61 -9.61 77.05 77.05 - 149.88 - 149.88 2 - 142.42 - 142.42 5.82 5.82 - 111.83 - 111.83 = Q 3 - 115.91 - 115.91 46.08 46.08 -.48 -.48 8s Note: 0 H * - face -of- support U 10.2 SECONDARY MOMENTS (k -ft) t..Z SPAN < -- left* - -> <- midspan -> < -- right* - -> 0- -1 2 3 4 ~ O 1 6.89 1.51 -3.87 Z 2 -6.56 -10.47 -14.37 3 -13.46 -5.43 2.60 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -ft) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min -1 2 3 4 5 6 7 1 36.88 21.09 -16.40 -35.25 .00 .00 2 99.46 57.19 14.76 7.45 .00 .00 3 88.01 51.63 -5.08 -9.32 .00 .00 4 29.46 16.73 20.73 10.09 .00 .00 !Al• Page 11 11 - M I L D S T E E L (RUN 10 AT GRID 7) ADAPT -PT V- 6.08 ACI = == =-== =- _- = =-- v = - - == = = = === __ ==_____ = = -3 - - = = = == = = =- ___ =___ == Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments TOTAL WEIGHT OF REBAR = 198.3 lb 11.2.1 S T E E L A T M I D - S P A N T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (inA2) < - - -ULT TENS > (inA2) < - - -ULT TENS > - -1 2 3 4 5 6 7 8 9 - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 11.3.1 S T E E L A T S U P P O R T S T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (inA2) < - - -ULT MIN > (inA2) < -- -ULT MIN > - -1 2 3 4 5 6 7 8 9 - -- 1 1.55 ( .00 1.55 .00) .00 ( .00 .00 .00) 2 1.55 ( .00 1.55 .00) .00 ( .00 .00 .00) 3 1.44 ( .00 1.44 .00) .00 ( .00 .00 .00) 4 1.29 ( .00 1.29 .00) .00 ( .00 .00 .00) 11 - M I L D S T E E L ==========_________=_________ _____ = == = = == === = = = =_____ = = = = == Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments AVERAGE _ .3 psf Page 12 (RUN 10 AT GRID 7) 11.5 TOTAL WEIGHT OF REBAR 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> SPAN max min max min max min -1 2 3 4 5 6 7 1 -8.41 -8.41 90.83 90.83 - 123.51 - 123.51 2 - 129.62 - 129.62 18.59 18.59 -99.09 -99.09 3 -95.01 -95.01 57.11 57.11 .68 .68 Note: * - face -of- support R E D I S T R I B U T E D T O P As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > -1 2 3 1 .00 ( .00 2 .00 ( .00 3 .00 ( .00 4 .00 .00 .00 5 .00) .00) .00) 11.8.1 R E D I S T R I B U T E D T 0 P As DIFFERENT REBAR CRITERIA JOINT (in ^2) < - - -ULT MIN > - - 1 2 3 4 5 1 1.55 ( .00 1.55 .00) 2 1.55 ( .00 1.55 .00) 3 1.44 ( .00 1.44 .00) 4 1.29 ( .00 1.29 .00) 11.2.2 & 11.3.2 SELECTION OF REBAR 198.3 lb AVERAGE = SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [in ^2] 1 - - - -2 3 4 - - - -5 6 7 1 1 T 4# 6 x 6'6" 1.76 1 2 T 4# 6 x 10'6" 1.76 2 3 T 4# 6 x 10'0" 1.76 ADAPT -PT V- 6.08 ACI .3 psf REDISTRIBUTION COEFFICIENT( %) left right 8 9- .00 14.59 14.59 14.74 14.74 .00 STEEL AT M I D -S PAN B O T T O M As DIFFERENT REBAR CRITERIA (in ^2) < - - -ULT TENS > 6 7 8 9 - -- .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) STEEL AT S U P P O R T S B O T T O M As DIFFERENT REBAR CRITERIA (in ^2) < -- -ULT MIN > 6 7 8 9 - -- . 00 ( .00 .00 .00) . 00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) Page 13 3 4 T 4# 6 x 6'0" 1.76 11.5.1 STEEL DISPOSITION - TOP BARS TOP STEEL SPAN ID LOCATION NUM BAR LENGTH [ft] - -1 - - -- - -2 3 - - -• -- --- 4 - - - -5 6 1 1 LEFT 4# 6 x 6'6" 1 2 RIGHT 4# 6 x 5'6" 2 2 LEFT 4# 6 x 5'0" 2 3 RIGHT 4# 6 x 5'0" 3 3 LEFT 4# 6 x 5'0" 3 4 RIGHT 4 6 x 6'0" 11.5.2 STEEL DISPOSITION - BOTTOM BARS BOTTOM STEEL SPAN I ID LOCATION I NUM BAR LENGTH [ft]l -- 1-- - -I - -2 3 1--- 4 - - - -5 6 12 - P U N C H I N G S H E A R C H E C K I () r (RUN 10 AT GRID 7) ADAPT -PT V- 6.08 ACI Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. ===== ===M = = =s = = = = = = = == == = = = == = == == == = = =a = == = _ _ = _ = == == a = == = = = == _ = = = = == = = = == _ == == LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON- CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) Page 14 JNT COND. 1 - - - -2 1 2 2 1 3 1 4 2 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS shear moment k k -ft 3 4 36.88 35.25 99.46 14.76 88.01 9.32 29.46 20.73 33.10 5.34 50.91 1.91 45.05 1.21 26.44 6.21 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY 13- MAXIMUM SPAN DE FLECT I ON S (RUN 10 AT GRID 7) ADAPT -PT V- 6.08 ACI <- PUNCHING SHEAR STRESSES IN psi -> due to due to shear moment 5 6 TOTAL 7 38.44 52.82 46.26 32.65 Concrete's modulus of elasticity Ec a 4030.50 ksi Creep factor K 2.00 Ieffective /Igross...(due to cracking) K = 1.00 allow- STRESS able RATIO CASE 8 9 10 240.42 .16 2 233.28 .23 2 233.28 .20 2 240.42 .14 2 = assassss= =as=s --= ass =a -ss = === == ==== ====== = = =s= = =aa ===== = == = ==== = =sssr = =sss == -- = Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP -1 2 3 4 5 6 1 .02 .01 .02( 8536) .01(13953) .04( 5296) 2 .00 .00 .00( * * * * *) .00(84427) .00( * * * * *) 3 .01 .00 .01(15485) .01(23622) .02( 9353) ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT - Version 6.08 Date: 218/01 Time: 7:20:57 AM File: RUN 11 AT GRID 24 1- PROJECT TITLE COMFORT SUITES HOTEL TUKWILA, WASHINGTON 1.1 DESIGN STRIP RUN 11 AT GRID 24 2 - MEMBER ELEVATION (;) 1ftj 925 O 12 x5 U 14 50 i i 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 0 0 ' _ 0 - 4•°xsr (i 'c°ro' ... • 4 - TENDON PROFILE 4.2 Datum Line L_ 4.3 CGS Distance (in] 5.00 4.90 a 5 4.5 Force t321 MOO 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected 6 50 4.90 6 524.50 3 75 5 pzt s brel MI Mini 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars rr�a 1.19 1.31 1 ]I t In 1. --- provided 1. - o .: 6.2 Bottom Bars o .o max 000 0.00 000 7 - PUNCHING SHEAR ; r OK =Acceptable i I NG=No Good '=not applicable or not performed ! I ' { .� ; i 7.1 Stress Ratio 1 .14 I .23 ' .3 7.2 Status ' OK ' OK ' OK 8 - LEGEND -4 Stressing End 1 Dead End B - DESIGN PARAMETERS 9.1 Code: ACI f, = 5 ksi f„ = 60 ksi (longitudinal) f„ = 66.72 ksi (shear) f = 270 1(51 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: t, = .8 f 9.4 Strand Area is .153 in 10 - DESIGNER'S NOTES - ,k ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 8,2001 At Time: 7 :20 PROJECT FILE: RUN 11 AT GRID 24 P R O J E C T T I T L E : COMFORT SUITES HOTEL TUKWILA, WASHINGTON RUN 11 AT GRID 24 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S ii== = == = = = === ========= as = ==== == =s == s= = == ============================= CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 3605.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 149.82 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in POST - TENSIONING: 6.000 6.000 Page 2 (RUN 11 AT GRID 24) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y S P A N -1 1 2 3 Fl 1 01 I RI LENGTH' WIDTH MI ft 1 in 3 - - - -4 5 1 9.25 159.00 1 12.83 159.00 1 14.50 159.00 LEGEND: 1 - SPAN C = Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS 2.1.5 - D R O P C A P ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 inA2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TWO -WAY YES YES ===== = = = = = = = == = = == = = = =c= = = = = = == = == = == =_ _____ ________ = == = == ==a = = == = == =ma=== = :=_ TOP IBOTTOM /MIDDLEI I I FLANGE I FLANGE 1 REF 1 MULTIPLIER DEPTH' width thick.) width thick.IHEIGHTI left right in 1 in in 1 in in 1 in 1 6 7 8 9 10 - - - -11 12- - - -13- 10.00 10.00 .50 .50 10.00 10.00 .50 .50 10.00 10.00 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line A N D D R O P P A N E L D A T A Page 3 (RUN 11 AT GRID 24) =_===================== ac============= == = = = = === == ==== = = = = = = = = = == = =c =_____ CAPT CAPS CAPDL CAPDR DROPTL DROPTR DROPS DROPL DROPR JOINT in in in in in in in in in -1 2 3 4 5 6 7 8 9 10- 1 28.00 48.00 .00 24.00 .00 .00 .00 .00 .00 2 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 28.00 48.00 24.00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPB = Transverse Width CAPDL = Extension left of joint CAPDR it Extension right of joint 2.2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT < WIDTH LENGTH JOINT in ft - - 1 2 3 1 18.00 15.00 2 18.00 15.00 3 18.00 15.00 4 18.00 15.00 LOWER COLUMN > B(DIA) D CBC* in in 4 5 6 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end - 4 3 - I N P U T A P P L I E D LOAD I N G DROP PANEL DIMENSIONS: DROPTL - Total depth left of joint DROPTR = Total depth right of joint DROPB Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint LENGTH ft 7 .00 .00 .00 .00 ADAPT -PT V- 6.08 ACI UPPER COLUMN > B(DIA) D CBC* in in 8 9-- - -10 -- .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) Page 4 (RUN 11 AT GRID 24) ADAPT -PT V- 6.08 ACI <--- CLASS - - -> < TYPE D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 149.8 pcf Intensity ( From ... To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k /ftA2 ( ft ft ) (k -ft or k ...ft) k /ft -1 2 3 4 5 6 7 8 9 1 L U .160 .00 2.00 2.120 1 L U .160 2.00 7.25 2.120 1 L U .160 7.25 9.25 2.120 1 D U .119 .00 2.00 1.577 1 D U .119 2.00 7.25 1.577 1 D U .119 7.25 9.25 1.577 1 SW P .00 2.00 2.553 1 SW P 2.00 7.25 1.654 1 SW P 7.25 9.25 2.553 2 L U .160 .00 2.00 2.120 2 L U .160 2.00 10.83 2.120 2 L U .160 10.83 12.83 2.120 2 D U .119 .00 2.00 1.577 2 D U .119 2.00 10.83 1.577 2 D U .119 10.83 12.83 1.577 2 SW P .00 2.00 2.553 2 SW P 2.00 10.83 1.654 2 SW P 10.83 10.83 2.553 2 SW P 10.83 12.83 2.553 3 L U .160 .00 2.00 2.120 3 L U .160 2.00 12.50 2.120 3 L U .160 12.50 14.50 2.120 3 D U .119 .00 2.00 1.577 3 D U .119 2.00 12.50 1.577 3 D 0 .119 12.50 14.50 1.577 3 SW P .00 2.00 2.553 3 SW P 2.00 12.50 1.654 3 SW P 12.50 14.50 2.553 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING Page 5 (RUN 11 AT GRID 24) ADAPT -PT V- 6.08 ACI Z UNIFORM (k /ft ^2), ( CON. or PART. ) ( MOMENT ) CC SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) U - 2 3 4 5 6 7 8 U� 1 L 0 .160 CO L! 1 D U .119 2 L U .160 (. u, 2 D U .119 u s 0 3 L U .160 2 3 D U .119 g NOTE: SELFWEIGHT INCLUSION REQUIRED u., Z O 9 - C A L C U L A T E D S E C T I O N P R O P E R '1' I E S W =asaaaaa== =aas=aaa == as = = = =aa = = =.= a= =a= ==3asa == asp-== =aa === = == sea = == = === == = = == =a=a no 4.2 - Computed Section Properties for Segments of Nonprismatic Spans 0 - OH Section properties are listed for all segments of each span W U A= cross - sectional geometry Yt= centroidal distance to top fiber _ I= gross moment of inertia Yb= centroidal distance to bottom fiber u..15 Z SPAN AREA 1 Yb Yt 0 N (SEGMENT) inA2 in'•4 in in 2 3 4 5 0 SPAN 1 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 2 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 3 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 •,;:At* Page 6 (RUN 11 AT GRID 24) ADAPT -PT V- 6.08 ACI 5 - D E A D L O A D MOMENTS, S H E A R S & R E A C T I O N S arar- xxac =rxa =vxa = a= x = =n = = < 5.1 SPAN M O M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) -1 2 3 4 5 6 1 -3.56 12.72 -43.70 -12.40 21.08 2 -42.17 5.07 -84.25 -19.25 25.80 3 -90.22 33.64 -15.94 -30.35 20.10 Note: * is Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -ft) -> - - 1 2 Lower columns Upper columns 1 12.40 -3.56 .00 2 40.33 1.53 .00 3 56.15 -5.97 .00 4 20.10 15.94 .00 6 - L I V E L O A D MOMENTS, S H E A R S & R E A C T I O N S ===== = ===== s======= ================= ======aa====== ========== ================= < -- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> < left* > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> SPAN max min max min max min left right -1 2 3 4 5 6 7 8 9 -- 1 -2.18 -2.18 7.95 7.95 -27.27 -27.27 -7.09 12.52 2 -26.36 -26.36 3.49 3.49 -53.90 -53.90 -11.45 15.75 3 -57.72 -57.72 21.76 21.76 -10.20 -10.20 -18.65 12.09 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k ft) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min - -1 2 3 4 5 - -6 7 - -- 1 7.09 .00 .00 -2.18 .00 .00 2 23.97 .00 .91 .00 .00 .00 3 34.39 .00 .00 -3.82 .00 .00 Page 7 (RUN 11 AT GRID 24) ADAPT -PT V- 6.08 ACI 4 12.09 .00 10.20 .00 .00 .00 Z Z Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases W a 0 0 7- MOMENTS REDUCED TO FACE -OF- SUPPORT 0 0 U) W == = = = == = == = == = == = = = = = = == = =c == =- = == = = == = = = = = = == = = =_- - - -a == ______= W - J 7.1 REDUCED DEAD LOAD MOMENTS (k -ft) COIL WA } SPAN <- left* -> <- midspan -> <- right* -> F -1 2 3 • -4 1 4.58 12.72 -29.05 N d 2 -28.89 5.07 -66.06 3 -68.62 33.63 -2.03 ? Note: 1 * = face -of- support W j 0 7.2 REDUCED LIVE LOAD MOMENTS (k -ft) t Mi m i < left* > < - - -- midspan - - - -> < right* > U SPAN max min max min max min u.,6 -1 2 3 4 5 6 7 W Z 1 2.54 2.54 7.95 7.95 -18.48 -18.48 U N 2 -18.37 -18.37 3.49 3.49 -42.68 -42.68 FO F- 3 -44.33 -44.33 21.76 21.76 -1.72 -1.72 Z Note: * = face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 7.12 7.12 20.67 20.67 -47.53 -47.53 2 -47.26 -47.26 8.57 8.57 - 108.74 - 108.74 Page 8 (RUN 11 AT GRID 24) ADAPT -PT V- 6.08 ACI 3 - 112.94 - 112.94 55.39 55.39 -3.75 -3.75 ZZ Note: _ * = face -of- support W U 00 coo c)W 9 - SELECTED POST- TENSIONING FORCES AND TENDON PROFILES 9 as.= maa.asaa.....a =a -aa n=== a =ec= .a=a =v aaa..== sy=as =s=a nx= = =aes =-.n n=n mama =a co u. W 9.1 PROFILE TYPES AND PARAMETERS 2 LEGEND: L _ For Span: N d 1 Q reversed parabola = 2 = simple parabola with straight portion over support 1--Ili 3 = harped tendon ? O For Cantilever: W W 1 a simple parabola FIE 2 = partial parabola U 3 = harped tendon0 s W W 9.2 T E N D O N P R O F I L E V TYPE X1 /L X2 /L X3 /L A/L u'Q 1 2 3 4 5 Ili Z 1 2 .100 .500 .100 .000 0 S 2 2 .100 .500 .100 .000 PqE 3 2 .100 .500 .100 .000 Z 9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE ===========1=================================================== =1==n == Tendon editing mode selected: FORCE SELECTION < SELECTED VALUES > <- CALCULATED VALUES -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal SPAN (k / -) Left Center Right (psi) (k / - -1 2 3 4 5 6 - -- 7 1 321.600 5.00 4.90 6.50 202.26 2.662 2 321.600 6.50 4.90 6.50 202.26 2.605 3 321.600 6.50 3.75 5.00 202.26 2.549 Page 9 Approximate weight of strand 267.5 LB � (RUN 11 AT GRID 24) ADAPT -PT V- 6.08 ACI 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I G N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT -1 2 3 4 5 6 7 -- - 1 .00 .00 .00 306.75 306.75 306.75 2 .00 .00 .00 306.75 198.75 306.75 3 .00 .00 .00 306.75 198.75 306.75 Note: * s face -of- support 9.6 S E R V I C E STRESSES (psi) (tension shown positive) LEFT* C E N T E R R I G H T * SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - -- 1 - 242.95 72.59 - 231.42 - 173.11 - 215.34 22.35 2 - 215.64 22.89 - 179.27 - 225.26 - 182.21 -37.94 3 - 181.57 -39.11 - 322.82 -81.71 - 241.11 69.25 Note: * = face -of- support 9.7 POST-TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) -1 2 3 4 5 6 1 130.25 -14.23 151.00 2.51 2.51 2 151.08 -13.64 171.58 -1.80 -1.80 3 175.00 - 28.77 138.92 -.32 -.32 Note: * = face -of- support <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> -joint 2 Lower columns Upper columns 1 -2.508 .046 .000 ✓ W U O y 0 • u. WO 3 W 1 W U� W O w Z co O z Page 10 2 4.312 .617 .000 3 -1.488 1.823 .000 4 -.317 -7.022 .000 10 - F A C T O R E D M O M E N T S & R E A C T I O N S == = = = = = == - - - s =__ =_ = = = = ==== == = = == = = = = =_ =...=....====================== Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 8.66 8.66 19.77 19.77 -93.60 -93.60 2 -93.13 -93.13 2.08 2.08 - 166.05 - 166.05 3 - 168.84 - 168.84 88.81 88.81 .94 .94 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -ft) SPAN < -- left* - -> <- midspan -> < -- right* - -> -1 2 3 4 1 -1.84 -11.55 -21.27 2 -21.18 -10.97 -.74 3 2.67 4.73 6.78 Note: * = face -of- support (RUN 11 AT GRID 24) ADAPT -PT V- 6.08 ACI 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -ft) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min -1 2 3 4 5 6 7 1 26.91 14.85 -4.94 -8.64 .00 .00 2 101.52 60.77 4.32 2.76 .00 .00 3 135.59 77.12 -6.54 -13.03 .00 .00 4 48.38 27.82 32.64 15.30 .00 .00 Page 11 11 - M I L D S T E E L ===========-..-^.... =_ == Support cut -off length for minimum steel(length /span) ... .17 Span cut -off length for minimum steel(length /span) ... .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in Net "'"' ia?tu'`,{ 7{firt +! "w"`C.e'?,? REINFORCEMENT based on NO REDISTRIBUTION of factored moments TOTAL WEIGHT OF REBAR = 165.2 lb (RUN 11 AT GRID 24) ADAPT -PT V- 6.08 ACI 11.2.1 S T E E L A T M I D - S P A N T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > (in ^2) < - - -ULT TENS > - -1 2 3 4 5 6 7 8 9 - - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 11.3.1 S T E E L A T S U P P O R T S T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in ^2) < - - -ULT MIN > (inA2) < - - -ULT MIN > -1 2 3 4 5 6 7 8 9 - - -- 1 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 2 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 3 1.31 ( .00 1.31 .00) .00 ( .00 .00 .00) 4 1.31 ( .00 1.31 .00) .00 ( .00 .00 .00) 11 - M I L D S T E E L ===================== = = = = = = = == == _____ Support cut -off length for minimum steel(length /span) ... .17 Span cut -off length for minimum steel(length /span) ... .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments AVERAGE = .3 psf Page 12 11.5 TOTAL WEIGHT OF REBAR = 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) < - -- left* - - - -> < -- midspan - -> < - -- right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 10.28 10.28 29.77 29.77 -75.23 -75.23 2 -77.34 -77.34 18.77 18.77 - 148.46 - 148.46 3 - 139.68 - 139.68 104.18 104.18 2.53 2.53 Note: * = face -of- support R E D I S T R I B U T E D T O P As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > -1 2 3 4 5 1 .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) 11.8.1 R E D I S T R I B U T E D T O P As DIFFERENT REBAR CRITERIA JOINT (inA2) < - - -ULT MIN > - -1 2 3 4 5 1 1.19 ( .00 1.19 .00) 2 1.19 ( .00 1.19 .00) 3 1.31 ( .00 1.31 .00) 4 1.31 ( .00 1.31 .00) 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [in ^2] -- 1 - - - -2 3 4 - - - -5 6 7 1 1 T 4# 6 x 4'6" 1.76 1 2 T 4# 6 x 7'0" 1.76 2 3 T 4# 6 x 9'0" 1.76 165.2 lb AVERAGE = (RUN 11 AT GRID 24) ADAPT -PT V- 6.08 ACI .3 psf REDISTRIBUTION COEFFICIENT( %) left right 8 9- .00 15.29 14.74 13.85 13.85 .00 STEEL AT M I D -S PAN B O T T O M As DIFFERENT REBAR CRITERIA (in ^2) < - - -ULT TENS > 6 7 8 9 - -- .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) STEEL AT S U P P O R T S B O T T O M As DIFFERENT REBAR CRITERIA (in ^2) < - - -ULT MIN > 6 7 8 9 - -- .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) Page 13 3 4 T 4# 6 x 6'0" 1.76 Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 STEEL DISPOSITION - TOP BARS SPAN 1 1 2 2 3 3 ID LOCATION -2 3 1 LEFT 2 RIGHT 2 LEFT 3 RIGHT 3 LEFT 4 RIGHT TOP STEEL NUM BAR LENGTH [ft] -- 4 - - - -5 6 4 # 6 x 4'6" 4 # 6 x 4'0" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 5'0" 4 # 6 x 6'0" 11.5.2 STEEL DISPOSITION - BOTTOM BARS 1 BOTTOM STEEL - -- 1 SPAN 1 ID LOCATION 1 NUM BAR LENGTH [ft]1 -- 1-- - -1 - -2 3 1--- 4 - - - -5 6 1 12 - P U N C H I N G SHEAR C H E C K (RUN 11 AT GRID 24) ADAPT -PT V- 6.08 ACI ========== = == = = = === = = = == = = = == === = = =.s =a=s st == = = = == = == = == = =rs == = = = == == = =ss ss= = = = = = = LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 00 0 to W U) � W 0 N 0 z o AU D c O • - W O Z W 0 O Page 14 JNT COND. - 1 - - - -2 1 2 2 1 3 1 4 2 SPAN DL -1 2 3 1 .00 .00 2 .00 .00 3 .02 .01 (RUN 11 AT GRID 24) ADAPT -PT V- 6.08 ACI 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS shear moment k k -ft 3 4 26.91 8.64 101.52 4.32 135.59 13.03 48.38 32.64 13 - MAXIMUM SPAN D E F L E C T I O N S <- PUNCHING SHEAR STRESSES IN psi -> due to due to shear moment 5 6 24.15 8.36 51.97 .56 69.40 1.69 43.41 10.56 TOTAL 7 32.50 52.53 71.09 53.97 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY == ==== ==a == = = == ama ss == =as=sn =s ===as = ===s= =a =xma = = = == =s Concrete's modulus of elasticity Ec a 4030.50 ksi Creep factor K 2.00 Ieffective /Igross...(due to cracking) K = 1.00 Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP 4 .00(28594) .00(88387) .02( 9103) 5 6 allow- STRESS able RATIO CASE 8 9 10- 240.42 .14 2 233.28 .23 2 233.28 .30 2 240.42 .22 2 .00(69349) .01(20246) .00(67936) .00(38412) .01(14434) .03( 5582) ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.08 Date: 218101 Time: 7:29:21 AM File: RUN 12 AT GRID 23 1 PROJECT TITLE COMFORT SUITES HOTEL, TUKWILA WASHINGTON 1.1 DESIGN STRIP RUN 12 AT GRID 23 2 - MEMBER ELEVATION (ftl 17.25 ; . 12 e3 12 e] O 17 25 =_.. i 3 • TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 0 4 - TENDON PROFILE Quextar " �' Q4saxiar Q"e16a • s r 4.2 Datum Line �F 4.5 CGS Distance 4 5 ao (In) p21 a �1 p21 .e 610.1 132 61 0 5 1 1321 ►�6a1 4.5 Force 5 • BOTTOM REBAR 5.1 User selected 5.2 User selected : . 5.3 ADAPT selected 5.4 ADAPT selected 6 • REQUIRED & PROVIDED BARS max 1.85 1.55 1.55 155 8.1 Top Bars t WI r provided 1 . -.. o . 8.2 Bottom Barn o ' n e( 000 000 000 000 7 - PUNCHING SHEAR OK ■Acceptable NG=No Good i 'and applicable i or not performed i i i_ i i i i i i i i i 7.1 Stress Ratio ' . 28 ' .35 ' . ' .22 i r- 7.2 Status ' OK ' OK ' OK ' OK 8 - LEGEND --4 Stressing End -1 Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI f = 5 ks1 f„ = 60 ksi (longitudinal) f„ = 66.72 ksi (shear) f = 270 ksi 9.2 Reber Cover Top = 1 In Bottom a 1 In Reber Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: f = .8 f 9.4 Strand Area = .153 in` 10 - DESIGNER'S NOTES Attitiftum ��: ,, .��rz- s'�'ei; "';:+;�:�r,��c'k a:% �+ g: ;��a.�.;tiwye:'�r•:.. ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 8,2001 At Time: 7:29 PROJECT FILE: RUN 12 AT GRID 23 P R O J E C T T I T L E: COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 12 AT GRID 23 1 -USER SPECIFIED GENERAL DES I GN PARAM ET ERS w alla = =axn_ == earl= =n =ae = == ass== = = = = == man== == = === == = == =.=lam= == = = ==asxa = = == CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 3605.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 149.82 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom POST - TENSIONING: 6.000 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in Page 2 (RUN 12 AT GRID 23) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ..(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y S FI 1 P 01 1 A RI LENGTH! WIDTH N MI ft I in 1 3 - - - -4 5 1 1 17.25 159.00 10.00 2 1 12.83 159.00 10.00 3 1 12.83 159.00 10.00 4 1 17.25 159.00 10.00 LEGEND: 1 - SPAN C = Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 in ^2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TWO -WAY YES YES 1 TOP (BOTTOM /MIDDLEI 1 1 FLANGE 1 FLANGE 1 REF 1 MULTIPLIER DEPTHI width thick.I width thick.IHEIGHTI left right in 1 in in 1 in in 1 in 1 6 7 8 9 10 - - - -11 12- - - -13- 10.00 .50 .50 10.00 .50 .50 10.00 .50 .50 10.00 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line Page 3 (RUN 12 AT GRID 23) 2.1.5 - D R O P C A P A N D D R O P PANEL D A T A - - - - -= - - -_ = CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR JOINT in in in in in in in in in - -1 2 3 4 5 6 7 8 9 10- 1 28.00 48.00 .00 24.00 .00 .00 .00 .00 .00 2 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 28.00 48.00 24.00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPB - Transverse Width CAPDL = Extension left of joint CAPDR = Extension right of joint 2.2 - S U P P O R T W I D T H A N D SUPPORT < LOWER COLUMN > WIDTH LENGTH B(DIA) D CBC* JOINT in ft in in - -1 2 3 4 5 6 1 18.00 15.00 2 18.00 15.00 3 18.00 15.00 4 18.00 15.00 5 18.00 15.00 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) ADAPT -PT V- 6.08 ACI DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPB = Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint C O L U M N D A T A UPPER COLUMN > LENGTH B(DIA) D CBC* ft in in 7 .00 .00 .00 .00 .00 8 .00 .00 • .00 .00 .00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 9--- -10 - -- .00 (1) . 00 (1) .00 (1) .00 (1) . 00 (1) Page 4 3 - I N P U T A P P L I E D LOAD I N G < - -- CLASS - - -> < TYPE > D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 149.8 pcf Intensity SPAN CLASS TYPE k /ft ^2 -1 2 3 4 1 L U .160 1 L U .160 1 L U .160 1 D U .119 1 D U .119 1 D U .119 1 SW P 1 SW P 1 SW P 2 L U .160 2 L U .160 2 L U .160 2 D U .119 2 D U .119 2 D U .119 2 SW P 2 SW P 2 SW P 2 SW P 3 L U .160 3 L U .160 3 L U .160 3 D U .119 3 D U .119 3 D U .119 3 SW P 3 SW P 3 SW P 3 SW P (RUN 12 AT GRID 23) ADAPT -PT V- 6.08 ACI ( From ... To ( ft ft 5 6 . 00 2.00 2.00 15.25 15.25 17.25 . 00 2.00 2.00 15.25 15.25 17.25 .00 2.00 2.00 15.25 15.25 17.25 .00 2.00 2.00 10.83 10.83 12.83 .00 2.00 2.00 10.83 10.83 12.83 . 00 2.00 2.00 10.83 10.83 10.83 10.83 12.83 . 00 2.00 2.00 10.83 10.83 12.83 .00 2.00 2.00 10.83 10.83 12.83 .00 2.00 2.00 10.83 10.83 10.83 10.83 12.83 = = _ - - -. R -.- ( M or C ...At) Total on Trib (k -ft or k ...ft) k /ft 7 8 9 2.120 2.120 2.120 1.577 1.577 1.577 2.553 1.654 2.553 2.120 2.120 2.120 1.577 1.577 1.577 2.553 1.654 2.553 2.553 2.120 2.120 2.120 1.577 1.577 1.577 2.553 1.654 2.553 2.553 r W C 00 WO u W O ILI W U� O- WW 11 :0 lb = ~ O Z Page 5 1 L U .160 1 D U .119 2 L U .160 2 D U .119 3 L U .160 3 D U .119 4 L U .040 4 D U .024 NOTE: SELFWEIGHT INCLUSION REQUIRED (RUN 12 AT GRID 23) ADAPT -PT V- 6.08 ACI Z 4 L U .040 .00 2.00 .530 4 L U .040 2.00 15.25 .530 4 L U .040 15.25 17.25 .530 IX 6 4 D U .024 .00 2.00 .318 U 4 D U .024 2.00 15.25 .318 U 0 4 D U .024 15.25 17.25 .318 N D 4 SW P .00 2.00 2.553 W 4 SW P 2.00 15.25 1.654 4 SW P 15.25 17.25 2.553 U) u. W 0 } 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING N i3 d ses= as =et = = = = =s == =sa= === =am== =ams = = == = = === =a = == = =Ws=a =a= = ==.... sa ==a =ac == .fla=t_ W UNIFORM ? (k /ft ^2), ( CON. or PART. ) ( M 0 M E N T) O SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) -1 2 3 4 5 6 7 8 ? Q 0 O — to I-. w W u. Q . Z v O Z 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S = = ==s = = = = = = === = = == = = = = = = == _ = == =n = == = = = == === =____________ = == = == =s == ==== = = = = = = == 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A= cross - sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in ^2 in ^4 in in 2 3 4 5 Page 6 (RUN 12 AT GRID 23) ADAPT -PT V- 6.08 ACI SPAN 1 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 2 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 3 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 SPAN 4 1 2454.00 .1463E +06 18.07 9.93 2 1590.00 .1325E +05 5.00 5.00 3 2454.00 .1463E +06 18.07 9.93 5 - D E A D L O A D MOMENTS, S H E A R S & R E A C T I O N S - _- nca - -- -ate -s _ *, === == ===_ = == = -- sir_==== = == =ss ==== = = = = === =1 == === ==== == === == == au < 5.1 SPAN M O M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) -1 2 3 4 5 6 1 -27.66 48.95 - 118.39 -24.41 34.93 2 - 107.43 -.22 -29.57 -28.59 16.46 3 -32.31 11.82 -80.60 -18.76 26.29 4 -82.95 26.24 -14.88 -22.75 14.86 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -ft) -> - -1 2 Lower columns - -- -Upper columns 1 24.41 -27.66 .00 2 63.52 10.96 .00 3 35.22 -2.75 .00 4 49.04 -2.35 .00 5 14.86 14.88 .00 6 - L I V E L O A D MOMENTS, S H E A R S & R E A C T I O N S Page 7 (RUN 12 AT GRID 23) ADAPT -PT V- 6.08 ACI Z < -- 6.1 L I V E L 0 A D SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> X 2 11i < left* > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> SPAN max min max min max min left right U O -1 2 3 4 5 6 7 8 9 -- 1 -18.22 -18.22 32.51 32.51 -74.46 -74.46 -15.02 21.55 CO W 2 -66.60 -66.60 -2.14 -2.14 -24.92 -24.92 -16.85 10.35 3 -28.39 -20.39 13.07 13.07 -32.71 -32.71 -13.26 13.94 MIL 4 -29.70 -29.70 3.83 3.83 -2.07 -2.07 -6.17 2.97 w 0 Note: gn * = Centerline moments u.4( W <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k ft) > Z < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min V2 - -1 2 3 4 5 6 7 - - -- W 1 15.02 .00 .00 -18.22 .00 .00 a p 2 38.39 .00 7.86 .00 .00 .00 0 0) 3 23.61 .00 .00 -3.47 .00 .00 Cl t 4 20.11 .00 3.01 .00 .00 .00 W W 5 2.97 .00 2.07 .00 .00 .00 () LL g Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases Z U - O � 7- MOMENTS REDUCED TO FACE - OF-SUPPORT Z =========== ==== =aaa=== =M==== ======= ===a =a: ==== == = === == === === === = ====a === =n= = == 7.1 REDUCED DEAD LOAD MOMENTS (k -ft) SPAN <- left* -> <- midspan -> <- right* -> -1 2 3 4 1 -10.52 48.95 -93.33 2 -87.17 -.22 -18.38 3 -19.40 11.82 -62.05 4 -66.69 26.24 -4.54 Note: * = face -of- support Page 8 (RUN 12 AT GRID 23) ADAPT -PT V- 6.08 ACI 7.2 R E DUCE D LIVE LOAD MOMENTS (k -ft) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 -7.55 -7.55 32.52 32.52 -58.90 -58.90 2 -54.56 -54.56 -2.14 -2.14 -17.76 -17.76 3 -19.04 -19.04 13.07 13.07 -22.86 -22.86 4 -25.22 -25.22 3.83 3.83 .00 .00 Note: * = face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) =aa===========s m==================a amssaraa==== = = =a = = = =====a = = = = = == ====3asaama Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 -18.07 -18.07 81.47 81.47 - 152.23 - 152.23 2 - 141.73 - 141.73 -2.36 -2.36 -36.14 -36.14 3 -38.44 -38.44 24.89 24.89 -84.91 -84.91 4 -91.91 -91.91 30.07 30.07 -4.54 -4.54 Note: * = face -of- support 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES as = = = = =____ = = == aaasa =aaaaaa=a - saa = a == = = =xo =========== 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: Page 9 1 = simple parabola 2 = partial parabola 3 = harped tendon 9.2 TENDON P R O F I L E TYPE X1 /L X2 /L X3 /L A/L 1 2 3 4 5 1 2 .100 .500 .100 .000 2 2 .100 .500 .100 .000 3 2 .100 .500 .100 .000 4 2 .100 .500 .100 .000 9.3 - SELECTED POST - TENSIONING FORCES AND TENDON DRAPE a= == = = == =a= = == = = == =c = =a - - = === == = == = == == == == = = = =a == = = == = = == ==== == = = === = == Tendon editing mode selected: FORCE SELECTION (RUN 12 AT GRID 23) ADAPT -PT V- 6.08 ACI SELECTED VALUES > <- CALCULATED VALUES -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal SPAN (k / -) Left Center Right (psi) (k / -) -1 2 3 4 5 6 7 1 321.600 5.00 3.00 6.50 202.26 2.477 2 321.600 6.50 4.90 6.50 202.26 2.605 3 321.600 6.50 4.90 6.50 202.26 2.605 4 321.600 6.50 4.00 5.00 202.26 1.576 Approximate weight of strand 426.9 LB 9.5 R E Q U I R E D MINIMUM P 0 S T -TEN S I 0 N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT -1 2 3 4 5 6 7 - -- 1 .00 .00 .00 306.75 198.75 306.75 2 .00 .00 .00 306.75 198.75 306.75 3 .00 .00 .00 306.75 198.75 306.75 4 .00 .00 .00 306.75 198.75 306.75 Note: * = face -of- support Page 10 SPAN -1 1 2 3 4 L E F T * TOP BOTTOM 2 3 - 234.75 57.68 - 162.89 -73.11 - 222.80 35.93 - 195.19 -14.32 Note: * = face -of- support <--SPAN SPAN left* -1 2 1 145.42 2 180.83 3 151.08 4 170.67 Note: * = face -of- support midspan 3 - 39.27 -9.28 -15.22 - 24.38 <-- REACTIONS (k ) - -> -joint 2 1 .132 2 -2.800 3 4.196 4 -1.012 5 -.516 10 - F A C T O R E D MOMENTS (RUN 12 AT GRID 23) 9.6 SERVICE S T R E S S E S (psi) (tension shown positive) C ENT E R TOP BOTTOM 4 5 - 393.37 -11.16 - 149.57 - 254.95 - 246.04 - 158.49 - 228.06 - 176.47 9.7 POST- TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS M O M ENT S (k -ft) - -> right* 4 187.67 150.58 168.42 138.58 < -- COLUMN MOMENTS (k -ft) - -> Lower columns 13.192 -4.965 1.357 .711 -6.881 & R E A C T I O N S Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) ADAPT -PT V- 6.08 ACI R I G H T* TOP BOTTOM 6 7 - - 159.92 -78.51 - 224.27 38.59 - 199.06 -7.28 - 240.23 67.65 < -- SPAN SHEARS (k ) - -> SH(1) SH(r) 5 6 -.13 -.13 2.67 2.67 -1.53 -1.53 -.52 -.52 Upper columns .000 .000 .000 .000 .000 Page 11 (RUN 12 AT GRID 23) ADAPT -PT V- 6.08 ACI 10.1 FACTORED DESIGN MOMENTS (k -ft) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 -14.66 -14.66 138.14 138.14 - 215.85 - 215.85 2 - 206.52 - 206.52 -10.55 -10.55 -77.91 -77.91 3 -81.01 -81.01 26.22 26.22 - 129.88 - 129.88 4 - 138.09 - 138.09 45.67 45.67 -.07 -.07 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -ft) SPAN < -- left* - -> <- midspan -> < -- right* - -> -1 2 3 4 1 13.29 14.33 15.38 2 8.51 -6.60 -21.72 3 -21.21 -12.54 -3.89 4 -1.64 2.43 6.49 Note: * face -of- support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min -1 2 3 4 5 6 7 1 59.84 34.31 -25.54 -56.51 .00 .00 2 151.39 86.13 23.74 10.38 .00 .00 3 93.64 53.50 -2.49 -8.38 .00 .00 4 101.83 67.64 2.55 -2.57 .00 .00 5 25.34 20.29 17.48 13.96 .00 .00 11 - M I L D S T E E L __ = =-= = = - = =s = =s == Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in Q Z CL W U t 0 0 0 to W= W 0 } u.< O 0 0 )- W W W Z U= Q Z Page 12 (RUN 12 AT GRID 23) ADAPT -PT V- 6.08 ACI Z REINFORCEMENT based on NO REDISTRIBUTION of factored moments 1 ~ W 11.1 TOTAL WEIGHT OF REBAR = 255.3 lb AVERAGE _ B .3 psf U 0Q 11.2.1 S T E E L A T M I D - S P A N (0 _ T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA t!) LL, SPAN (in ^2) < - - -ULT TENS > (inA2) < - - -ULT TENS > 11,0 - -1 2 3 4 5 6 7 8 9 - - -- 2 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) g:7-1 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) u. 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) a C=7 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) _ g. 11.3.1 S T E E L A T S U P PORTS W T O P B O T T O M W As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA Do JOINT (in ^2) < - - -ULT MIN > (in ^2) < - - -ULT MIN > Q - - 1 2 3 4 5 6 7 8 -• 9 - - -- 0 h 1 1.55 ( .00 1.55 .00) .00 ( .00 .00 .00) W W 2 1.55 ( .93 1.55 .00) .00 ( .00 .00 .00) k v 3 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) ti O 4 1.55 ( .00 1.55 .00) .00 ( .00 .00 .00) Z 5 1.55 ( .00 1.55 .00) .00 ( .00 .00 .00) Vtn 11 - M I L D S T EEL S eta scaa�ss�= smm�ca t= aaas== a== se: t =aasasta�sai a«s : =aaccass et>tca�sao6m���as =� =an= 0 FF-- z Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments 11.5 TOTAL WEIGHT OF REBAR = 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) REDISTRIBUTION < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> COEFFICIENT( %) SPAN max min max min max min left right -1 2 3 4 5 6 7 8 9- 255.3 lb AVERAGE = .3 psf Page 13 1 -13.15 -13.15 155.59 155.59 - 182.47 - 182.47 .00 12.60 2 - 195.52 - 195.52 -.63 -.63 -69.07 -69.07 12.60 14.74 Z 3 -63.46 -63.46 47.38 47.38 - 105.13 - 105.13 14.74 14.74 1 4 - 116.39 - 116.39 57.01 57.01 .92 .92 14.74 .00 I- W Note: * . face -of- support 00 11.7.1 R E D I S T R I B U T E D STEELAT M I D S P A N 9 T O P BOTTOM Wu. As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA WO SPAN (inA2) < - - -ULT TENS > (inA2) < - - -ULT TENS > 2 - -1 2 3 4 5 6 7 8 9 - - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) CO a 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) W 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) Z W 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) V W 11.8.1 R E D I S T R I B U T E D STEELAT S U P P O R T S T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA O JOINT (inA2) < - - -ULT MIN > (inA2) < -- -ULT MIN > W t - - 1 2 3 4 5 6 7 8 9 - - -- W 1 1.55 ( .00 1.55 .00) .00 ( .00 .00 .00) U 2 1.55 ( .36 1.55 .00) .00 ( .00 .00 .00) W O 3 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 4 1.55 ( .00 1.55 .00) .00 ( .00 .00 .00) U N 5 1.55 ( .00 1.55 .00) .00 ( .00 .00 .00) ~O E 2 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [inA2] 1 - - - -2 3 4 - - - -5 6 7 1 1 T 4# 6 x 6'6" 1.76 1 2 T 4# 6 x 10'6" 1.76 2 3 T 4# 6 x 8'6" 1.76 3 4 T 4# 6 x 10'6" 1.76 4 5 T 4# 6 x 6'6" 1.76 Notes: (RUN 12 AT GRID 23) ADAPT -PT V- 6.08 ACI Page 14 Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 SPAN ID LOCATION - -1 - - -- - -2 3 1 1 LEFT 1 2 RIGHT 2 2 LEFT 2 3 RIGHT 3 3 LEFT 3 4 RIGHT 4 4 LEFT 4 5 RIGHT STEEL DISPOSITION - TOP BARS TOP STEEL NUM BAR LENGTH [ft] -- 4 - - - -5 6 4 # 6 x 6'6" 4 # 6 x 5'6" 4 # 6 x 5'0" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 5'0" 4 # 6 x 5'6" 4 # 6 x 6'6" 11.5.2 STEEL DISPOSITION - BOTTOM BARS ( BOTTOM STEEL SPAN I ID LOCATION I NUM BAR LENGTH [ft]I - 1-- - -I - -2 3 I 4 - - - -5 6 12 - P U N C H I N G S H E A R C H E C K = = = ==a = = = = = == === = = = === = = == = =============== LEGEND: CONDITION.. 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON- CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) • (RUN 12 AT GRID 23) ADAPT -PT V- 6.08 ACI Z 1 W 00 N n mu, u. W } D } u. N d W 1 UJ W no 0- o � W r u. O w Z O Z Page 15 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> shear moment due to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE 1 - - - -2 3 4 5 6 7 8 9 10 1 2 59.84 56.51 53.70 8.84 62.54 240.42 .26 2 2 1 151.39 23.74 77.49 3.07 80.57 233.28 .35 2 3 1 93.64 8.38 47.93 1.09 49.02 233.28 .21 2 4 1 101.83 2.57 52.13 .33 52.46 233.28 .22 2 5 2 25.34 17.48 22.74 5.43 28.16 240.42 .12 2 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY 13- MAXIMUM SPAN DE FLECT IONS (RUN 12 AT GRID 23) ADAPT -PT V- 6.08 ACI == == == = ======== s s == =f aa= =s = =s == = = = = = = == = = = == == == st = = = = = =a = = _ _ _ = = = == a = = = ==ra = = = = Concrete's modulus of elasticity Ec = 4030.50 ksi Creep factor K = 2.00 Ieffective /Igross...(due to cracking) K = 1.00 Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP -1- 2 3 4 5 6 1 .04 .01 .04( 5264) .02( 8390) .06( 3234) 2 -.01 .00 - .01(16728) .00(33931) - .01(11204) 3 .00 .01 .02(10135) .00(32625) .02( 7733) 4 .02 .01 .02(11766) .00(85556) .02(10343) ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 8.08 Date: 2/8/01 Time: 7:42:28 AM File: RUN 13 AT GRID 17 1- PROJECT TITLE COMFORT SUITES HOTEL, TUKWILA WASHINGTON 1.1 DESIGN STRIP RUN 13 AT GRID 17 2 - MEMBER ELEVATION O O 0 (ft] 21.75 a s0 1747 18 Is r, , r 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected O 4 - TENDON PROFILE . - QYex1111' 0.�exrar • 4.2 Datum Line 4.3 Force Distance [k1j 4.5 1321.e tlMl Forc 5 - BOTTOM REBAR 5.1 User selected 5.2 user selected 5.3 ADAPT selected 5.4 ADAPT selected . ( • bvs1 1321 k . 1 A 1W) 6 - REQUIRED 8 PROVIDED BARS 6.1 Top]Bars rn�� 2.23 2.23 113 1.73 [req �+ required provided 1. ----- ----- --- _.__. o. r- 8.2 Bottom Bara o.a MU 000 000 000 0.00 7 - PUNCHING SHEAR OK =Acc.ptable i i i i NG■No Good •-rat applicable I or not perfonnod I I I i i i i i 7.1 Stress Ratio i .22 .32 ' .13 ' . i 7.2 Status ' OK ' OK ' OK ' OK ' 8 - LEGEND -4 Stressing End -t Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI f - 5 ksi 1,1= 60 ksl (longitudinal) f„ is 66.72 ksi (shear) f = 270 Iasi 9.2 Reber Cover. Top = 1 in Bottom = 1 in Reber Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: fa = .8 f,,, 9.4 Strand Area = .153 In 10 - DESIGNER'S NOTES • / 04 ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM ( 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 8,2001 At Time: 7:42 PROJECT FILE: RUN 13 AT GRID 17 P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 13 AT GRID 17 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S aim =s ea =ma =mss==== =arc= == = s: =a as = ==== ===== = =asn = a =mss=== a_ =a=a mass == 10== === CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 3605.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 149.82 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom POST- TENSIONING: 6.000 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in Page 2 (RUN 13 AT GRID 17) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y s P A N 1 1 2 3 4 Fl 01 RI LENGTH) WIDTH MI ft 1 in 3 - - - -4 5 1 24.75 159.00 1 8.50 159.00 1 12.83 159.00 1 19.25 159.00 LEGEND: 1 - SPAN C = Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS 10.00 10.00 10.00 10.00 ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 inA2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TWO -WAY YES YES 10.00 10.00 10.00 10.00 19 � a= CC= a=== = =_____ = = = ==SS = =i12== == =a ==3=== =an === = ==== =ma====ll= == == =a = = = == = = = == = = === 1 TOP IBOTTOM /MIDDLE) 1 I FLANGE 1 FLANGE 1 REF 1 MULTIPLIER DEPTHI width thick.' width thick.IHEIGHTI left right in 1 in in 1 in in 1 in 1 6 7 8 9 10 - - - -11 12- - - -13- .50 .50 .50 .50 .50 .50 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line Z 1 a 00 coo w J 0 EL WO }} cJ U F W LU W 82 0 ) -- W W Z US12 Page 3 (RUN 13 AT GRID 17) 2.1.5 - D R O P JOINT - - 1 1 2 3 4 5 CAPT in 2 28.00 28.00 28.00 28.00 28.00 CAPB in 3 48.00 48.00 48.00 48.00 48.00 C A P A N D _ CAPDL CAPDR in in 4 5 .00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPB = Transverse Width CAPDL - Extension left of joint CAPDR = Extension right of joint 2.2 - S U P P O R T W I D T H ==_== ===== s -- - - - DROPTL DROPTR in in 6 7 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 A N D C O L U M N D A T A SUPPORT < LOWER COLUMN > < WIDTH LENGTH B(DIA) D CBC* JOINT in ft in in - - 1 2 3 4 5 6 7 1 18.00 15.00 18.00 .00 (1) .00 2 18.00 15.00 18.00 .00 (1) .00 3 18.00 15.00 18.00 .00 (1) .00 4 18.00 1 18.00 .00 (1) .00 5 18.00 15.00 18.00 .00 (1) .00 D R O P P A N E L D A T A DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPB = Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint UPPER COLUMN > LENGTH B(DIA) D CBC* ft in in 8 .00 .00 .00 .00 .00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 ADAPT -PT V- 6.08 ACI DROPS DROPL DROPR in in in 8 9 10- .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 9--- -10 - -- .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) Page 4 (RUN 13 AT GRID 17) ADAPT -PT V- 6.08 ACI 3 - I N P U T A P P L I E D L O A D I N G Z H <--- CLASS - - -> < TYPE > tu tu D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM B L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD tt�� SW= SELF WEIGHT Computed from geometry input and treated as dead loading to W Unit selfweight W = 149.8 pcf Mu. Intensity ( From ... To ) ( M or C ...At) Total on Trib UJO SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft 2 - 2 3 4 5 6 7 8 9 gQ 1 L U .100 .00 2.00 1.325 N d 1 L 0 .100 2.00 22.75 1.325 W 1 L U .100 22.75 24.75 1.325 Z 1 D U .024 .00 2.00 .318 O 1 D U .024 2.00 22.75 .318 1 D U .024 22.75 24.75 .318 W 1 SW P .00 2.00 2.553 D A 1 SW P 2.00 22.75 1.654 p - 1 SW P 22.75 24.75 2.553 O H- WW 2 L U .160 .00 2.00 2.120 U 2 L U .160 2.00 6.50 2.120 u- 2 L U .160 6.50 8.50 2.120 Z 2 D U .119 .00 2.00 1.577 U N 2 D U .119 2.00 6.50 1.577 F 2 D U .119 6.50 8.50 1.577 Z 2 SW P .00 2.00 2.553 2 SW P 2.00 6.50 1.654 2 SW P 6.50 8.50 2.553 3 L U .160 .00 2.00 2.120 3 L U .160 2.00 10.83 2.120 3 L U .160 10.83 12.83 2.120 3 D U .119 .00 2.00 1.577 3 D U .119 2.00 10.83 1.577 3 D U .119 10.83 12.83 1.577 3 SW P .00 2.00 2.553 3 SW P 2.00 10.83 1.654 3 SW P 10.83 10.83 2.553 3 SW P 10.83 12.83 2.553 Page 5 1 L U .100 1 D U .024 2 L U .160 2 D U .119 3 L U .160 3 D U .119 4 L U .040 4 D U .024 NOTE: SELFWEIGHT INCLUSION REQUIRED SPAN 1 (RUN 13 AT GRID 17) ADAPT -PT V- 6.08 ACI 4 L U .040 .00 2.00 .530 4 L U .040 2.00 17.25 .530 Z 4 L U .040 17.25 19.25 .530 4 D U .024 .00 2.00 .318 F- 4 D U .024 2.00 17.25 .318 GC .c 4 D U .024 17.25 19.25 .318 4 SW P .00 2.00 2.553 U 4 SW P 2.00 17.25 1.654 p 4 SW P 17.25 19.25 2.553 • W� V) ti. WO 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING Q ....:ma asa.aax = =x ==a ==ma =-a =........ = aasza....= = =aa=_a........a ==as= OC -a UNIFORM CO 3 (k /ft ^2), ( CON. or PART. ) ( M O M E N T) W SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) ? - 2 3 4 5 6 7 8 1- O Ili • W U � O N o 1- W W u O a Z U= ~ O 2 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S = = =r = = == === = === = = =s = = == == ======== == = = == = == = = === == = = = = =___ =____ =_ = = = == = = = = =___ 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A= cross - sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in ^2 in ^4 in in 2 3 4 5 Page 6 1 2 3 SPAN 2 1 2 3 SPAN 3 1 2 3 SPAN 4 1 2 3 1 -45.60 2 - 129.68 3 -3.29 4 - 102.72 2454.00 1590.00 2454.00 2454.00 1590.00 2454.00 2454.00 1590.00 2454.00 2454.00 1590.00 2454.00 5 - DEAD LOAD < 5.1 S P A N SPAN M(1) * -1 2 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) - -1 2 1 22.26 2 61.49 3 14.67 4 55.15 5 16.51 6 - L I V E LOAD (RUN 13 AT GRID 17) .1463E +06 . 1325E +05 .1463E +06 .1463E +06 . 1325E +05 .1463E +C6 .1463E +06 .1325E +05 .1463E +06 .1463E +06 .1325E +05 . 1463E +06 18.07 5.00 18.07 18.07 5.00 18.07 18.07 5.00 18.07 18.07 5.00 18.07 9.93 5.00 9.93 9.93 5.00 9.93 9.93 5.00 9.93 9.93 5.00 9.93 MOMENTS, S H EARS & REACT ION S == m==== =nt= = = = =3 = === = == = ===-- == = = = ==__ = = === == =_ ==== = = = = = =====M_=== = == = == ==a= MOMENTS (k -ft) > Midspan M (r) * 3 4 58.45 - 143.15 -31.51 4.71 16.40 - 100.47 31.55 -20.49 < 5.2 SPAN SHEARS (k) > SH(1) SH(r) 5 6 - 22.26 30.15 -31.34 -.28 -14.95 30.10 - 25.05 16.51 > <- 5.4 COLUMN MOMENTS (k -ft) -> Lower columns - -- -Upper columns -45.60 .00 13.47 .00 -8.00 .00 -2.25 .00 20.49 .00 (9 ADAPT -PT V- 6.08 ACI M O M E N T S, S H E A R S & R E A C T I O N S Page 7 < -- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> < left* > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> SPAN max min max min max min left right -1 2 3 4 5 6 7 8 9 -- 1 -30.62 -30.62 39.65 39.65 -93.00 -93.00 -13.88 18.92 2 -82.92 -82.92 -25.41 -25.41 -6.19 -6.19 -18.04 -.02 3 -13.14 -13.14 16.98 16.98 -40.14 -40.14 -11.50 15.70 4 -36.03 -36.03 4.94 4.94 -3.18 -3.18 -6.81 3.39 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -ft) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min - -1 2 3 4 5 6 7 - -- 1 13.88 .00 .00 -30.62 .00 .00 2 36.95 .00 10.08 .00 .00 .00 3 11.48 .00 .00 -6.95 .00 .00 4 22.51 .00 4.11 .00 .00 .00 5 3.39 .00 3.18 .00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- MOMENTS REDUCED TO FACE -OF- SUPPORT atsQ ===ii c == ======= = = ===== =s = =a= rasa============= =s===== = ======i= =====M=.aa ====s SPAN -1 1 2 3 4 7.1 REDUCED DEAD LOAD MOMENTS (k -ft) Note: * = face -of- support <- left* -> <- midspan -> <- right* -> 2 3 - 29.71 58.44 - 107.33 -31.51 6.76 16.40 - 84.75 31.55 4 - 121.33 3.34 -79.06 -8.92 (RUN 13 AT GRID 17) ADAPT -PT V- 6.08 ACI Page 8 SPAN -1 1 2 3 4 SPAN -1 1 2 3 4 7.2 R E D U C E D left* max 2 -20.58 -69.99 -5.12 -31.07 Note: * = face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) left* max 2 -50.29 - 177.32 1.64 - 115.82 Note: * = face -of- support min 3 -20.58 -69.99 -5.12 -31.07 min 3 -50.29 - 177.32 1.64 - 115.82 For Cantilever: 1 = simple parabola (RUN 13 AT GRID 17) LIVE LOAD MOMENTS (k -ft) < - - -- midspan max 4 39.65 - 25.41 16.98 4.94 - - - -> < min 5 39.65 -25.41 16.98 4.94 r sacs====== aa= ssamla-========____======_========= = = = = = = = === = = = = == =m = = == == = = =as == Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) < - - -- midspan - - - -> max min 4 5 -- 98.09 98.09 - 56.92 -56.92 33.38 33.38 36.49 36.49 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES right* max 6 -79.18 -6.80 -28.96 -.78 < right* max 6 - 200.52 -3.47 - 108.02 -9.70 _______===============_ __ = = = = =m = = =3-- .--- �....3= = = = =__ _____ =_____ == = = == = = == = = =:1 = == 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon 2 ° 1 ADAPT -PT V- 6.08 ACI min 7 - 79.18 -6.80 - 28.96 -.78 min 7 - 200.52 -3.47 - 108.02 -9.70 0 N 0 � W N W u.Q N � W Z � O W V� O W IL O Li Z v O Page 9 (RUN 13 AT GRID 17) 9.2 2 = partial parabola 3 = harped tendon TENDON TYPE X1 /L 1 2 1 2 .100 2 2 .100 3 2 .100 4 2 .100 9.3 - SELECTED POST - TENSIONING FORCES AND TENDON DRAPE MMMMM 22MM=111111M= ===== =========================================================710== Tendon editing mode selected: FORCE SELECTION SELECTED VALUES FORCE <- DISTANCE OF CGS (in) -> SPAN (k / -) Left Center Right -1 2 3 4 5 1 321.600 2 321.600 3 321.600 4 321.600 Approximate weight of strand 461.9 LB 9.5 R E Q U I R E D MINIMUM P O S T- T ENS .I 0 N I N G FORCES (kips) S PAN -1 1 2 3 4 <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> LEFT* CENTER RIGHT* LEFT CENTER RIGHT 2 3 4 5 6 7 - -- Note: * = face -of- support PRO F I L E X2 /L X3 /L 3 4 .500 .100 .500 .100 .500 .100 .500 .100 5.00 2.25 6.50 6.50 5.75 6.50 6.50 4.90 6.50 6.50 3.50 5.00 .00 15.39 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 A/L -5 .000 .000 .000 .000 <- CALCULATED VALUES -> P/A Wbal (psi) (k / 6 7 202.26 1.531 202.26 2.782 202.26 2.605 202.26 1.627 306.75 198.75 306.75 306.75 306.75 306.75 306.75 198.75 306.75 306.75 198.75 306.75 �J. ADAPT -PT V- 6.08 ACI �F. Page 10 (RUN 13 AT GRID 17) 9.6 S E R V I C E SPAN -1 1 2 3 4 Note: * face -of- support 9.7 POST- TENSIONING < -- S P A N SPAN left* -1 2 Note: * face -of- support -joint 1 2 3 4 5 10 - F A C T O R E D _ = = - 215.39 22.43 - 141.76 - 111.56 - 241.83 70.57 - 187.82 -27.74 1 153.83 2 190.50 3 134.42 4 185.50 L E F T * TOP BOTTOM 2 3 .403 -8.590 12.320 -4.333 .198 10.1 FACTORED DESIGN MOMENTS (k -ft) S T R E S S E S (psi) (tension shown positive) C ENT E R TOP BOTTOM 4 5 - 432.37 27.84 11.91 - 416.44 - 275.65 - 128.87 - 237.44 - 167.09 R I G H T* TOP BOTTOM 6 7 -- - 133.40 - 126.77 - 236.68 61.20 - 190.69 -22.52 - 238.65 64.78 ADAPT -PT V- 6.08 ACI BALANCED MOMENTS, SHEARS & REACTIONS MOMENTS (k -ft) - -> midspan right* 3 4 -47.27 203.42 9.63 133.17 -17.17 101.25 -28.73 141.83 MOMENTS & R E A C T I O N S 5 21.442 .000 -7.092 .000 4.258 .000 1.337 .000 -9.575 .000 Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) < -- SPAN SHEARS (k ) - -> SH(1) SH(r) 6 -.40 -.40 8.19 8.19 -4.14 -4.14 .20 .20 <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> 2 Lower columns Upper columns _ Page 11 Z < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 iii 1 -55.98 -55.98 175.65 175.65 - 274.53 -274.53 O 2 - 251.23 - 251.23 -97.79 -97.79 -46.18 -46.18 U O 3 -37.43 -37.43 37.33 37.33 - 151.25 -151.25 N p 4 - 158.62 - 158.62 64.05 64.05 -4.48 -4.48 O w J Note: Mu. * = face -of- support w 0 10.2 SECONDARY MOMENTS (k - ft) 15 5 SPAN < -- left* - -> <- midspan -> < -- right* - -> N O -1 2 3 4 w 1 21.74 26.43 31.11 Z 2 18.18 -10.47 -39.13 3 -37.92 -14.48 8.94 w V). 4 13.23 11.47 9.72 Do Note: 8 D. * = face -of- support O F- w iEs2 L 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -ft) Z (k) < -- LOWER column - -> < -- UPPER column - -> U N JOINT max min max min max min -1 2 3 4 5 6 7 Z 0 1 55.16 31.57 -42.40 -94.45 .00 .00 2 140.31 77.50 28.90 11.77 .00 .00 3 52.37 32.86 -6.95 -18.77 .00 .00 4 111.14 72.88 5.18 -1.81 .00 .00 5 29.08 23.31 24.52 19.11 .00 .00 11 - M I L D S T E E L _____ =__== = = =c == ___ = =_ __ ___ = Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in (RUN 13 AT GRID 17) ADAPT -PT V- 6.08 ACI ., Page 12 (RUN 13 AT GRID 17) ADAPT -PT V- 6.08 ACI REINFORCEMENT based on NO REDISTRIBUTION of factored moments TOTAL WEIGHT OF REBAR = 356.0 lb 11.5 TOTAL WEIGHT OF REBAR = 356.0 lb ? 6 f AVERAGE = .4 psf 11.2.1 S T E E L A T M I D - S P A N T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > (in'2) < - - -ULT TENS > - -1 2 3 4 5 6 7 8 9 - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 11.3.1 S T E E L A T S U P P O R T S T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (inA2) < - - -ULT MIN > (in ^2) < -- -ULT MIN > - -1 2 3 4 5 6 7 8 9 - -- 1 2.23 ( .00 2.23 .00) .00 ( .00 .00 .00) 2 2.58 ( 2.58 2.23 .00) .00 ( .00 .00 .00) 3 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) 4 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) 5 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) 11 - M I L D S TEE L __u scat a aria ===== = = = = = = = = === = = = = = = = == ====== = = = == _ _ == = = = = == = = == ===== = = = = = = = === == Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments AVERAGE = .4 psf 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) REDISTRIBUTION < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> COEFFICIENT( %) SPAN max min max min max min left right -1 2 3 4 5 6 7 8 9- 1 -54.85 -54.85 194.36 194.36 - 238.25 - 238.25 .00 11.44 Page 13 2 - 244.11 - 244.11 -97.28 -97.28 -52.29 -52.29 12.39 15.29 Z 3 -26.34 -26.34 56.53 56.53 - 123.94 - 123.94 14.74 14.41 4 - 136.32 - 136.32 75.66 75.66 -3.58 -3.58 14.41 .00 F- C°I Note: * = face -of- support U O NO CD 11J 11.7.1 R E D I S T R I B U T E D STEEL AT M I D- S P A N TOP BOTTOM 0 u . As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA W O SPAN (in ^2) < - - -ULT TENS > (in ^2) < - - -ULT TENS > y -1 2 3 4 5 6 7 8 9 - - -- ~ 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) u- D 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) TO 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) W 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) Z V .)- 11.8.1 R E D I S T R I B U T E D STEEL AT SUPPORTS W T O P BOTTOM n p As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA N JOINT (in ^2) < - - -ULT MIN > (in^2) < - - -ULT MIN > oi- 1 2 3 4 5 6 7 8 9 - - -- W 1 2.23 ( .00 2.23 .00) .00 ( .00 .00 .00) U 2 2.23 ( 1.56 2.23 .00) .00 ( .00 .00 .00) u.0 3 1.19 ( .00 1.19 .00) .00 ( .00 .00 .00) Z 4 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) W PA 5 1.73 ( . 00 1.73 .00) .00 ( .00 .00 .00) F.F- O 11.2.2 & 11.3.2 SELECTION OF REBAR Z SPAN ID LOCATION NUM BAR LENGTH (ft) AREA [in ^2) -- 1 - - - -2 3 4 - - - -5 6 7 1 1 T 6# 6 x 8'6" 2.64 1 2 T 6# 6 x 20'0" 2.64 3 3 T 4# 6 x 11'6" 1.76 4 4 T 4# 6 x 7'0" 1.76 (RUN 13 AT GRID 17) ADAPT -PT V- 6.08 ACI Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Page 14 Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 SPAN ID LOCATION - - 1 - - -- - -2 3 1 1 LEFT 1 2 RIGHT 2 2 FULL 3 2 LEFT 3 3 RIGHT 4 ; 3 LEFT 4 4 RIGHT STEEL DISPOSITION - TOP BARS (RUN 13 AT GRID 17) ADAPT -PT V- 6.08 ACI TOP STEEL NUM BAR LENGTH (ft) -- 4 - - - -5 6 6# 6x 8'6" 6 # 6 x 7'6" 6 # 6 x 8'6" 6 # 6 x 4'6" 4 # 6 x 5'6" 4 # 6 x 6'0" 4 # 6 x 7'0" 11.5.2 STEEL DISPOSITION - BOTTOM BARS 1 BOTTOM STEEL SPAN 1 ID LOCATION 1 NUM BAR LENGTH (ft)1 -- 1-- - -1 - -2 3------ I--- 4---- 5-- - - - - -6 I 12 - P U N C H I N G SHEAR C H E C K =a=s==sn= sac =aaraaaaa=seaa.osma as s====== = =aaa aaoa saa= === = =saaa ==aau= ==== ===== == LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> O 0 N D w 0 u. W 0 • } g J � ZO W 0H W W LL' O w z U= O Z Page 15 shear moment due to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE ;,,, - 1 - - - -2 3 4 5 6 7 8 9 10- 1 2 55.16 94.45 49.50 2.91 52.41 240.42 .22 2 2 1 140.31 28.90 71.82 3.74 75.56 233.28 .32 2 D: w 3 1 52.37 18.77 26.81 2.43 29.24 233.28 .13 2 V 4 1 111.14 5.18 56.89 .67 57.56 233.28 .25 2 00 5 2 29.08 24.52 26.10 5.07 31.17 240.42 .13 2 N 0 CO tu F- PUNCHING SHEAR CHECK SATISFACTORY cow NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY uj O g ":1 13- MAXIMUM SPAN DE FLECT I ONS - C1 ..eacts........a+ ........... = ====. as ..a.....sx........ ............. F - W 3 Concrete's modulus of elasticity Ec - 4030.50 ksi O Creep factor K = 2.00 Ieffective /Igross...(due to cracking) K - 1.00 = O Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. p D. Values in parentheses are (span /max deflection) ratios CI F WW < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > H SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP LL-O -1- 2 3 4 5 6 Z 1 .09 .03 .09( 3438) .06( 5053) .15( 2046) U N 2 -.01 .00 -.01( 9264) - .01(16114) -.02( 5882) O 3 .01 .00 .01(23644) .01(22058) .01(11411) Z 4 .03 .01 .03( 8141) .00(59667) .03( 7163) (RUN 13 AT GRID 17) ADAPT -PT V- 6.08 ACI POGGEMEYER DESIGN GROUP CCNVStJIJMNG ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made try � ' + -�- .� i Date / ; ; Job No. _ " 1 Checked by Date Sheet No. Description Job Name ;mr DL L.L T\ � c Sri z + F �. ` ' ' '!!a) !a4 / F-- i µ, r ..1: • ====== :=No 111=01:1=3 C1=31-HrLA POGGENEYER DESIGN GROUP COMICUMO Oa ISIVI CIA% SW 1111.111 •••■1111.1•1 MIN U1.111•■ ▪ OW •IMIS•111114111111111114•1111 • •••••••••■•••••■•■■•■••■•••• SIM MIMI MIMI • MeE1111111111•1111111101111 POST—TENSION PLAN FAMILY FUN Wd1ER MONT MIES MIL 11011.A. WA NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ti ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 DATE AND TIME OF PROGRAM EXECUTION: Feb 8,2001 At Time: 10:21 PROJECT FILE: RUN 14 DISTRIBUTED DIRECTION P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 14 DISTRIBUTED DIRECTION Umovux► L f '09 \ 2. 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S IIM=M111== MMMMM Srsataaafl ===== = ==== = =n = == = = :ac me== n== == =:sa =s== == == = === =____t_ =_ = == CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS for COLUMNS MODULUS OF ELASTICITY for BEAMS /SLABS for COLUMNS CREEP factor for deflections for BEAMS / SIABS CONCRETE WEIGHT SELF WEIGHT ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in POST - TENSIONING: 5000.00 psi 4000.00 psi 4030.50 ksi 3605.00 ksi 2.00 NORMAL 150.00 pcf 6.000 6.000 f Page 2 (RUN 14 DISTRIBUTED D) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y TWO -WAY YES YES s = = == = = = = =_ = = = = =ss=aa= = = = == =M == ass =__ =____ ____ _ == = =__ =ma s == = = = = = =___ _ _ _ =s M.c P A 1 N 1 2 3 4 5 6 7 8 9 10 LEGEND: 1 - SPAN C = Cantilever FI 01 1 RI LENGTH' WIDTH MI ft I in 3 - - - -4 5 1 10.75 204.00 1 13.25 204.00 1 13.00 204.00 1 13.00 204.00 1 13.00 204.00 1 13.00 204.00 1 13.00 204.00 1 13.00 204.00 1 13.00 204.00 1 7.00 204.00 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS 6 7 8 9 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 inA2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TOP IBOTTOM /MIDDLEI I FLANGE I FLANGE I REF I MULTIPLIER DEPTH' width thick.) width thick.IHEIGHTI left right in I in in I in in I in I 10 - - - -11 12- - - -13- 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 .50 .50 .50 .50 .50 .50 . 50 .50 .50 .50 . 50 .50 .50 .50 .50 .50 .50 .50 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section Page 3 (RUN 14 DISTRIBUTED D) 2.1.5 - D R O P C A P A N D D R O P P A N E L D A T A ========================= CAPT CAPB CAPDL JOINT in in in - -1 2 3 4 1 28.00 48.00 .00 2 28.00 48.00 24.00 3 28.00 48.00 24.00 4 28.00 48.00 24.00 5 28.00 48.00 24.00 6 28.00 48.00 24.00 7 28.00 48.00 24.00 24.00 8 28.00 48.00 24.00 24.00 9 28.00 48.00 24.00 24.00 10 28.00 48.00 24.00 24.00 11 28.00 48.00 24.00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPB = Transverse Width CAPDL = Extension left of joint CAPDR = Extension right of joint 2.2 - S U P P O R T SUPPORT < WIDTH LENGTH JOINT in ft - -1 2 3 1 18.00 15.00 2 18.00 15.00 3 18.00 15.00 4 18.00 15.00 a= = == =ma =_ __ __ CAPDR DROPTL DROPTR DROPB DROPL DROPR in in in in in in 5 6 7 -•8 9 10- 24.00 .00 .00 .00 .00 .00 24.00 .00 .00 .00 .00 .00 24.00 .00 .00 .00 .00 .00 24.00 .00 .00 .00 .00 .00 24.00 .00 .00 .00 .00 .00 24.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 W I D T H A N D LOWER COLUMN B(DIA) D in in 4 5 6 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) C O L U M N D A T A > < CBC* LENGTH ft 7 .00 .00 .00 .00 ADAPT -PT V- 6.08 ACI 7 = Joist 8 = Waffle 11 - Top surface to reference line DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPB = Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint UPPER COLUMN > B(DIA) D CBC* in in 8 9-- - -10 .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) Page 4 (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 5 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 6 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) Z 7 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) hg 8 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) W it 9 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) Q j 10 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) V 11 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) t _ Fixed at both ends ...(STANDARD) = 1 (Ow Hinged at near end, fixed at far end = 2 W p Fixed at near end, hinged at far end = 3 2 } Fixed at near end, roller with rotational fixity at far end = 4 g J u.n 9. a F W z P- 3 - I N P U T A P P L I E D L O A D I N G UJ uj asa ..... =a.�a=aa=a.s....sas=zzaama.^ mss ....= a saa= �aaz =am.mra = sas=�a�a.:aaoa..a 0 <--- CLASS - - -> < TYPE > C) D - DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM W W L = LIVE LOAD C - CONCENTRATED M = APPLIED MOMENT U Li= LINE LOAD u.O SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf ((J� U -. Intensity ( From ... To ) ( M or C ...At) Total on Trib p SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft Z -1 2 3 4 5 6 7 8 9 1 L U .185 .00 2.00 3.145 1 L U .185 2.00 8.75 3.145 1 L U .185 8.75 10.75 3.145 1 D U .184 .00 2.00 3.128 1 D U .184 2.00 8.75 3.128 1 D U .184 8.75 10.75 3.128 1 SW P .00 2.00 3.025 1 SW P 2.00 8.75 2.125 1 SW P 8.75 10.75 3.025 2 L U .185 .00 2.00 3.145 2 L U .185 2.00 11.25 3.145 2 L U .185 11.25 13.25 3.145 Page 5 (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 2 D U .184 .00 2.00 3.128 Z 2 D U .184 2.00 11.25 3.128 2 D U .184 11.25 13.25 3.128 2 SW P .00 2.00 3.025 Ce 2 SW P 2.00 11.25 2.125 U 2 SW P 11.25 13.25 3.025 00 0 3 L U .185 .00 2.00 3.145 C O W 3 L U .185 2.00 11.00 3.145 9 3 L U .185 11.00 13.00 3.195 to u., 3 D U .184 .00 2.00 3.128 W O 3 D U .184 2.00 11.00 3.128 2 3 D U .184 11.00 13.00 3.128 pg 3 SW P .00 2.00 3.025 3 SW P 2.00 11.00 2.125 N d 3 SW P 11.00 13.00 3.025 i 4 L U .185 .00 2.00 3.145 V 4 L U .185 2.00 11.00 3.145 4 L U .185 11.00 13.00 3.145 4 D U .184 .00 2.00 3.128 U O 4 D U .184 2.00 11.00 3.128 0- 4 D U .184 11.00 13.00 3.128 0 C 4 SW P .00 2.00 3.0 25 W W 4 SW P 2.00 11.00 2.125 S? 4 SW P 11.00 13.00 3.025 ~O Z 5 L U .100 .00 2.00 1.700 U N 5 L U .100 2.00 11.00 1.700 Pgt 5 L U .100 11.00 13.00 1.700 Z 5 D U .030 .00 2.00 .510 5 D U .030 2.00 11.00 .510 5 D U .030 11.00 13.00 .510 5 SW P .00 2.00 3.025 5 SW P 2.00 11.00 2.125 5 SW P 11.00 13.00 3.025 6 L U .100 .00 2.00 1.700 6 L U .100 2.00 11.00 1.700 6 L U .100 11.00 13.00 1.700 6 D U .030 .00 2.00 .510 6 D U .030 2.00 11.00 .510 6 D U .030 11.00 13.00 .510 6 SW P .00 2.00 3.025 6 SW P 2.00 11.00 2.125 6 SW P 11.00 13.00 3.025 Page 6 (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 7 L U .100 .00 2.00 1.700 7 L U .100 2.00 11.00 1.700 7 L U .100 11.00 13.00 1.700 7 0 U .030 .00 2.00 .510 7 D U .030 2.00 11.00 .510 7 D U .030 11.00 13.00 .510 7 SW P .00 2.00 3.025 7 SW P 2.00 11.00 2.125 7 SW P 11.00 13.00 3.025 8 L U .100 .00 2.00 1.700 8 L U .100 2.00 11.00 1.700 8 L U .100 11.00 13.00 1.700 8 D U .030 .00 2.00 .510 8 D U .030 2.00 11.00 .510 8 D U .030 11.00 13.00 .510 8 SW P .00 2.00 3.025 8 SW P 2.00 11.00 2.125 8 SW P 11.00 13.00 3.025 9 L U .100 .00 2.00 1.700 9 L U .100 2.00 11.00 1.700 9 L U .100 11.00 13.00 1.700 9 D U .030 .00 2.00 .510 9 D U .030 2.00 11.00 .510 9 D U .030 11.00 13.00 .510 9 SW P .00 2.00 3.025 9 SW P 2.00 11.00 2.125 9 SW P 11.00 13.00 3.025 10 L U .100 .00 2.00 1.700 10 L U .100 2.00 5.00 1.700 10 L U .100 5.00 7.00 1.700 10 D U .030 .00 2.00 .510 10 D U .030 2.00 5.00 .510 10 D U .030 5.00 7.00 .510 10 SW P .00 2.00 3.025 10 SW P 2.00 5.00 2.125 10 SW P 5.00 7.00 3.025 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING Page 7 1 L U .185 1 D U .184 2 L U .185 2 D U .184 3 L U .185 3 D U .184 4 L U .185 4 D U .184 5 L U .100 5 D U .030 6 L U .100 6 D U .030 7 L U .100 7 D U .030 8 L U .100 8 D U .030 9 L U .100 9 D U .030 10 L U .100 10 D U .030 NOTE: SELFWEIGHT INCLUSION REQUIRED (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI UNIFORM (k/ftA2), ( CON. or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) -1 2 3 4 5 6 7 8 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S as = =a =z rays ====== ==== = == ===a= =a =sas = = ==== =sac= =maw===s= =ass = = =as= ==a.: = =in == === = == 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A= cross - sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in ^2 in ^4 in in 2 3 4 5 SPAN 1 1 2904.00 .1593E+06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 Page 8 (RUN 14 DISTRIBUTED D) SPAN 2 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 3 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 4 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 5 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 6 1 2904.00 ,1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 7 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 8 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 9 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 10 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 ADAPT -PT V- 6.08 ACI 5 - D E A D L O A D M O M E N T S , S H E A R S & R E A C T I O N S _ = = == < 5.1 SPAN M O M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) -1 2 3 4 5 6 Page 9 (RUN 14 DISTRIBUTED D) 1 2 3 4 5 6 7 8 9 10 -6.45 - 103.83 -88.39 - 102.00 - 68.02 -39.78 -50.43 -45.53 - 50.14 - 40.68 Note: * a Centerline moments JOINT < 5.3 REACTIONS (k) - - 2 1 20.89 2 76.93 3 70.46 4 75.15 5 54.83 6 34.72 7 39.09 8 37.14 9 38.84 10 35.14 11 5.18 6 - L I V E L O A D < left* SPAN max -1 2 1 -3.73 2 -60.72 3 -52.12 4 -59.53 5 -40.82 6 -25.20 7 -31.14 > < min 3 -3.73 - 60.72 - 52.12 -59.53 -40.82 -25.20 - 31.14 22.05 20.81 18.24 25.85 4.25 12.13 9.51 9.79 11.55 -2.30 > <- 5.4 COLUMN MOMENTS (k -ft) -> Lower columns Upper columns M O M E N T S , a= a =a =ue :s = = ===== = = ans =aao - 6.45 .98 .31 -1.33 3.82 - 1.37 . 46 -.05 -.31 1.01 -.21 midspan - - -> < max min 4 -•- 5 12.94 12.94 12.50 12.50 10.98 10.98 15.21 15.21 3.28 3.28 7.62 7.62 6.21 6.21 - 104.81 -88.71 - 100.67 -71.84 -38.41 - 50.89 - 45.48 -49.83 - 41.69 .21 ADAPT -PT V- 6.08 ACI -20.89 -37.74 -35.00 -38.26 -21.20 -18.07 -19.31 -18.60 -19.58 -16.86 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 21 1 39.18 35.46 36.89 33.62 16.65 19.78 18.55 19.26 18.28 5.18 S H E A R S & R E A C T I O N S aama3= a =asca ===========amoam =ccs = = =cxa man < -- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> -- right* > <- -SHEAR FORCE - -> max min left right 6 7 8 9 -- -61.25 -61.25 -11.55 22.25 - 52.31 -52.31 -21.47 20.20 - 58.80 -58.80 - 19.93 2.0.96 -42.93 -42.93 -21.72 19.17 - 24.44 -24.44 -12.31 9.79 -31.39 -31.39 -10.57 11.53 - 28.26 -28.26 -11.27 10.83 z W co 0 u) ti.. W 2 u.? ie.0 W Z � f2 ui W U O - 0 1 W W rz ti ...Z P 0 z t Page 10 8 -28.27 -28.27 6.25 6.25 -31.05 -31.05 -10.84 11.26 9 -31.27 -31.27 7.53 7.53 -25.50 -25.50 -11.49 10.61 10 -24.80 -24.80 -1.88 -1.88 .21 .21 -9.52 2.38 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k ft) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min - -1 - - -- 2 3 4 5 6 7 - -- 1 11.55 .00 .00 -3.73 .00 .00 2 43.72 .00 .53 .00 .00 .00 3 40.13 .00 .19 .00 .00 .00 4 42.68 .00 .00 -.74 .00 .00 5 31.47 .00 2.11 .00 .00 .00 6 20.36 .00 .00 -.76 .00 .00 7 22.80 .00 .25 .00 .00 .00 8 21.66 .00 .00 -.01 .00 .00 9 22.76 .00 .00 -.22 .00 .00 10 20.13 .00 .70 .00 .00 .00 11 2.38 .00 .00 -.21 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- MOMENTS REDUCED TO FACE -OF- SUPPORT aa= aa===== ==M====a=== =a = =sssan=a ======a == == =aaaz=== =aa= =mom== = =a= ==== =aa =======aa 7.1 REDUCED DEAD LOAD MOMENTS (k -ft) SPAN <- left* -> <- midspan -> <- right* -> -1 2 3 4 1 7.48 22.05 -77.15 2 -77.25 20.81 -63.84 3 -63.88 18.24 -74.73 4 -75.03 25.85 -48.35 5 -53.11 4.25 -26.92 6 -27.23 12.13 -37.04 7 -36.94 9.51 -32.57 8 -32.58 9.78 -36.38 9 -36.45 11.55 -28.98 10 -29.02 -2.30 3.10 (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI Zl ° Page 11 (RUN 14 DISTRIBUTED D) Note: * = face -of- support SPAN - 1 1 2 3 4 5 6 7 8 9 10 SPAN - 1 1 2 3 4 5 6 7 8 9 10 Note: 7.2 REDUCED left* max 2 4.05 - 45.50 - 38.06 -44.13 - 32.07 -17.75 -23.17 - 20.62 -23.13 -18.13 Note: * = face -of- support max 2 11.53 - 122.75 - 101.93 - 119.16 - 85.17 -44.98 -60.11 -53.19 -59.58 -47.16 left* min 3 4.05 -45.50 -38.06 - 44.13 -32.07 -17.75 - 23.17 - 20.62 -23.13 - 18.13 8 -- SUM OF DEAD AND LIVE MOMENTS (k -ft) arms======== as===M= M= a---======i======== == === =-s= == == == === == ==- __ = = = = == sans = === Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) min 3 11.53 - 122.75 - 101.93 - 119.16 - 85.17 -44.98 -60.11 -53.19 -59.58 - 47.16 LIVE LOAD MOMENTS (k-ft) < - - -- midspan max 4 12.94 12.51 10.97 15.21 3.28 7.62 6.21 6.25 7.53 -1.88 > < - - -- midspan max 4 34.99 33.32 29.22 41.06 7.53 19.75 15.72 16.04 19.08 -4.18 - - -> < min 5 12.94 12.51 10.97 15.21 3.28 7.62 6.21 6.25 7.53 -1.88 min 5 34.99 33.32 29.22 41.06 7.53 19.75 15.72 16.04 19.08 -4.18 1 :1I ADAPT -PT V- 6.08 ACI right* max 6 -45.44 -38.04 -43.97 -29.44 - 17.58 - 23.23 -20.62 - 23.08 - 18.02 1.52 right* max 6 - 122.59 - 101.88 - 118.70 - 77.79 -44.50 - 60.27 -53.18 -59.47 - 46.99 4.62 min 7 -45.44 -38.04 -43.97 -29.44 - 17.58 -23.23 - 20.62 - 23.08 -18.02 1.52 > min 7 - 122.59 - 101.88 - 118.70 - 77.79 - 44.50 -60.27 - 53.18 - 59.47 - 46.99 4.62 04w U Q � W W O • } fa es W D p U 0- 0f- WW 9 u. O 0 1-- Z ARM Page 12 (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI * = face -of- support Z p 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES U O =.= = == =.r_ = == = == == = == = == == = =_ == ===== = = = = == == == = == == = = = = == = = = = = = == cow 9.1 PROFILE TYPES AND PARAMETERS J F LEGEND: (o For Span: W O 1 = reversed parabola 2 = simple parabola with straight portion over support 1 3 = harped tendon U) 3 For Cantilever: W 1 = simple parabola Z 2 = partial parabola O 3 = harped tendon W n Q 9.2 T E N D O N P R O F I L E O N TYPE X1 /L X2 /L X3 /L A/L O L 1 2 3 4 5 W W 3. 2 .100 .500 .100 .000 V 2 2 .100 .500 .100 .000 u.176 3 2 .100 .500 .100 .000 Z 4 2 .100 .500 .100 .000 U N 5 2 .100 .500 .100 .000 Pgt 6 2 .100 .500 .100 .000 Z 0 7 2 .100 .500 .100 .000 8 2 .100 .500 .100 .000 9 2 .100 .500 .100 .000 10 2 .100 .500 .100 .000 9.3 - SELECTED POST - TENSIONING FORCES AND TENDON DRAPE _ __ == S == ___ Tendon editing mode selected: FORCE SELECTION < SELECTED VALUES > <- CALCULATED VALUES -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal SPAN (k / -) Left Center Right (psi) (k / -) -1 2 3 4 5 6 7 _ Page 13 Note: * = face -of- support (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 1 363.000 5.00 4.20 6.50 177.94 4.057 2 363.000 6.50 4.20 6.50 177.94 3.963 3 363.000 6.50 4.20 6.50 177.94 4.117 4 363.000 6.50 4.20 6.50 177.94 4.117 5 363.000 6.50 5.30 6.50 177.94 2.148 6 363.000 6.50 5.30 6.50 177.94 2.148 7 363.000 6.50 5.30 6.50 177.94 2.148 8 363.000 6.50 5.30 6.50 177.94 2.148 9 363.000 6.50 5.30 6.50 177.94 2.148 10 363.000 6.50 5.38 5.00 177.94 2.284 Approximate weight of strand 909.9 LB 9.5 REQU I RED MINIMUM POST -TENS I ON ING FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT - -1 2 3 4 5 6 7 - - -- 1 .00 .00 .00 363.00 255.00 363.00 2 .00 .00 .00 363.00 255.00 363.00 3 .00 .00 .00 363.00 255.00 363.00 4 .00 .00 .00 363.00 255.00 363.00 5 .00 .00 .00 363.00 255.00 363.00 6 .00 .00 .00 363.00 255.00 363.00 7 .00 .00 .00 363.00 255.00 363.00 8 .00 .00 .00 363.00 255.00 363.00 9 .00 .00 .00 363.00 255.00 363.00 10 .00 .00 .00 363.00 363.00 363.00 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) LEFT* C E N T E R R I G H T * SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - -- 1 - 106.90 - 162.19 -34.61 - 321.27 - 200.76 30.68 2 - 200.64 30.46 - 272.97 -82.91 - 155.50 -62.32 3 - 156.35 -60.58 - 175.89 - 180.00 - 170.24 -32.04 4 - 169.77 -32.99 - 236.58 - 119.31 - 180.56 -10.83 5 - 172.89 -26.59 - 161.66 - 194.22 - 194.93 18.71 6 - 194.70 18.24 - 191.53 - 164.35 - 184.80 -2.10 Page 14 7 - 184.82 -2.06 8 - 193.76 16.31 9 - 175.82 -20.56 10 - 211.49 52.74 Note: * = face -of- support 9.7 POST- TENSIONING SPAN -1 1 2 3 4 5 6 7 8 9 10 Note: * s face -of- support -joint 1 2 3 4 5 6 7 8 9 10 11 < -- S P A N left* 2 -37.74 232.33 147.33 184.00 154.50 145.92 146.75 152.75 133.17 172.42 24.290 - 31.630 10.550 -5.446 1.478 .844 .420 -2.151 6.276 - 36.770 32.140 (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI - 188.77 - 167.12 - 167.51 - 188.37 - 236.44 - 119.44 100.24 - 456.13 MOMENTS (k -ft) - -> midspan right* 3 4 - 193.60 - 176.34 - 221.26 -94.97 29.792 .000 - 12.717 .000 4.378 .000 -.936 .000 -1.473 .000 .653 .000 -.567 .000 1.104 .000 -2.878 .000 7.847 .000 - 13.125 .000 15.98 -19.48 72.82 - 186.72 BALANCED MOMENTS, SHEARS &REACTIONS -75.60 232.33 -6.39 146.08 - 29.80 184.25 -24.44 158.25 -12.14 145.75 - 15.90 146.92 - 12.66 152.50 -18.99 133.83 -2.50 186.42 -74.64 -48.11 < -- SPAN SHEARS (k ) - -> SH(1) SH(r) 5 6- - - - - -- -24.29 7.34 -3.21 2.24 .76 -.08 -.50 1.65 -4.63 32.14 < -- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> 2 Lower columns Upper columns -24.29 7.34 -3.21 2.24 .76 -.08 -.50 1.65 -4.63 32.14 4- Page 15 10 -FACTORED MOMENTS SPAN - 1 1 2 3 4 5 6 7 8 9 10 left* max 2 64.89 86.84 33.21 43.99 65.91 117.70 95.73 112.23 82.98 142.48 Note: * face -of- support 10.1 FACTORED DESIGN MOMENTS (k -f t) min 3 64.89 86.84 33.21 43.99 65.91 117.70 95.73 112.23 82.98 142.48 213.22 279.97 250.38 273.62 202.06 216.62 213.83 207.97 229.13 119.20 10.2 SECONDARY MOMENTS (k -ft) SPAN < -- left* - -> <- midspan -> 1 1 2 3 4 5 6 7 8 9 10 2 48.01 272.67 187.75 224.42 195.00 186.17 187.08 193.08 173.50 214.00 Note: * = face -of- support (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI < - - -- midspan - - - -> max 4 3 160.33 229.58 206.17 211.58 190.50 186.67 189.92 183.67 200.17 125.58 & R E A C T I O N S min 5 213.22 279.97 250.38 273.62 202.06 216.62 213.83 207.97 229.13 119.20 < -- right* - -> 4 272.67 186.42 224.67 198.75 186.08 187.17 192.83 174.17 226.75 37.23 _ Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) right* > max min 6 7 86.95 86.95 32.04 32.04 44.89 44.89 80.59 80.59 118.28 118.28 95.63 95.63 112.00 112.00 83.80 83.80 155.37 155.37 44.09 44.09 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -f t) 2 . . == Page 16 11 - M I L D S T E E L TOTAL WEIGHT OF REBAR = 555.7 lb I ' (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min - 1 2 3 4 5 6 7 1 73.17 53.54 20.76 14.42 .00 .00 2 150.40 76.07 -10.44 -11.34 .00 .00 3 177.42 109.19 5.13 4.82 .00 .00 4 172.32 99.76 -2.79 -4.05 .00 .00 5 131.74 78.24 7.46 3.88 .00 .00 6 84.06 49.45 -1.27 -2.56 .00 .00 7 93.91 55.15 .49 .07 .00 .00 8 86.67 49.84 1.04 1.03 .00 .00 9 99.34 60.65 -3.31 -3.69 .00 .00 10 46.65 12.43 10.45 9.26 .00 .00 11 43.43 39.39 -13.42 -13.78 .00 .00 a =aa= =t =M =M =s=== =as = =a =a =a =s a v r === vas == = = == =a= = =a== as = === a = =a = = = = == == = = == =a==3 = = == Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments AVERAGE = .3 psf 11.2.1 S T E E L A T M I D - S P A N T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > (inA2) < - - -ULT TENS > - - 1 2 3 4 5 6 7 8 9 - -•- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 5 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 6 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 7 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 8 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 9 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 10 2.31 ( .00 2.31 .00) .00 ( .00 .00 .00) Page 17 (RUN 14 DISTRIBUTED D) Support cut -off length for minimum steel(length /span) Span cut -off length for minimum steel(length /span) Top bar extension beyond where required Bottom bar extension beyond where required 11.5 TOTAL WEIGHT OF REBAR = . 00 .00 .00 .00 .00 .00 . 00 .00 .00 .00 .00 555.7 lb AVERAGE = 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -f t) < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> SPAN -1 1 2 3 4 5 6 7 8 9 10 max 2 64.89 86.84 33.21 43.99 65.91 117.70 95.73 112.23 82.98 142.48 min 3 64.89 86.84 33.21 43.99 65.91 117.70 95.73 112.23 82.98 142.48 max min 4 5 213.22 213.22 279.97 279.97 250.38 250.38 273.62 273.62 202.06 202.06 216.62 216.62 213.83 213.83 207.97 207.97 229.13 229.13 119.20 119.20 max 6 86.95 32.04 44.89 80.59 118.28 95.63 112.00 83.80 155.37 44.09 min 7 86.95 32.04 44.89 80.59 118.28 95.63 112.00 83.80 155.37 44.09 .00 .00 .00 .00 .00 . 00 . 00 .00 .00 . 00 .00 .17 .33 12.00 in 12.00 in .00 16.84 .00 .00 16.84 16.84 16.84 16.84 16.84 16.84 ADAPT -PT V- 6.08 ACI 11.3.1 S T E E L A T S U P P O R T S T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in ^2) < - - -ULT MIN > (in ^2) < - - -ULT MIN > - -1 2 3 4 5 6 7 8 9 - -- 1 1.53 ( .00 1.53 .00) .00 2 1.53 ( .00 1.53 .00) .00 3 1.53 ( .00 1.53 .00) .00 ( 4 1.53 ( .00 1.53 .00) .00 5 1.53 ( .00 1.53 .00) .00 6 1.53 ( .00 1.53 .00) .00 7 1.53 ( .00 1.53 .00) .00 8 1.53 ( .00 1.53 .00) .00 9 1.53 ( .00 1.53 .00) .00 10 1.53 ( .00 1.53 .00) .00 11 1.53 ( .00 1.53 .00) .00 ( 11 - M I L D S T E E L .00) .00) .00) .00) .00) .00) .00) .00) .00) .00) .00) n=n=a=ns =as =s=an=s =s==m=s ==n==t = acs = = =a = =ss -as =a a= as =as= =s = =s = = a = == =aa = an =an= = REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments .3 psf REDISTRIBUTION COEFFICIENT( %) left right 8 9 -- 16.84 .00 .00 16.84 16.84 16.84 16.84 16.84 16.84 .00 aW UO Lo CD W W g ¢ W Z � O W U � uj o - O H W -- 0 LL • Z p Page 18 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [in ^2] -- 1 - - - -2 3 4 - - - -5 6 7 1 1 T 4# 6 x 5'0" 1.76 1 2 T 4# 6 x 8'6" 1.76 -2;4 0 (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI Note: Z * = face -of- support 1- 2 11.7.1 R E D I S T R I B U T E D STEELAT M I D- S P A N V T O P BOTTOM (JO As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA u) „i SPAN (in ^2) < - - -ULT TENS > (in ^2) < - - -ULT TENS > - - 1 2 3 4 5 6 7 8 9 - - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) O W 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) u.4 5 .00 ( .00 .00 .00) .00 ( .00 .00 .00) tO d 6 .00 ( .00 .00 .00) .00 ( .00 .00 .00) Ul 7 .00 ( .00 .00 .00) .00 ( .00 .00 .00) Z 8 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 9 .00 ( .00 .00 .00) .00 ( .00 .00 .00) � 10 2.31 ( .00 2.31 .00) .00 ( .00 .00 .00) W J 11.8.1 R E D I S T R I B U T E D STEELAT S U P P O R T S § L T 0 P B O T T O M W W As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA U JOINT (in ^2) < - - -ULT MIN > (inA2) < - - -ULT MIN > W o - -1 2 3 4 5 6 7 0 9 - - -- 1 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) v N 2 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) T. 3 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 0 4 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) Z 5 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 6 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 7 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 8 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 9 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 10 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 11 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) ra# 2Z7 Page 19 2 3 T 4# 6 x 9'0" 1.76 3 4 T 4# 6 x 8'6" 1.76 4 5 T 4# 6 x 8'6" 1.76 5 6 T 4# 6 x 8'6" 1.76 6 7 T 4# 6 x 8'6" 1.76 7 8 T 4# 6 x 8'6" 1.76 8 9 T 4# 6 x 8'6" 1.76 9 10 T 6# 6 x 12'6" 2.64 Notes: Bar location - T m Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 STEEL DISPOSITION - TOP BARS SPAN - -1- 1 1 2 2 3 3 4 4 5 5 6 ID LOCATION -2 3 1 LEFT 2 RIGHT 2 LEFT 3 RIGHT 3 LEFT 4 RIGHT 4 LEFT 5 RIGHT 5 LEFT 6 RIGHT 6 LEFT TOP STEEL (RUN 14 DISTRIBUTED 0) ADAPT -PT V- 6.08 ACI NUM BAR LENGTH (ft] -- 4 - - - -5 6 4 # 6 x 5'0" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" Page 20 6 7 RIGHT 7 7 LEFT 7 8 RIGHT 8 8 LEFT 8 9 RIGHT 9 9 LEFT 9 10 RIGHT 10 10 FULL 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 6 # 6 x 4'6" 6 # 6 x 7'0" 11.5.2 STEEL DISPOSITION - BOTTOM BARS 1 BOTTOM STEEL I SPAN I ID LOCATION 1 NUM BAR LENGTH (ft)I -- 1-- - -I - -2 3 I 4 - - - - 5 6 I 12 - P U N C H I N G SHEAR C H E C K (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI MUMS ==== ns sMasmam =a =s==saas = = =as =sr_ =aM ==saaMs =aria = === = === = === = = = == = == y = = = :s. = = -= LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 a CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> shear moment due to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 8 9 10- 1 2 73.17 20.76 65.66 34.29 99.96 240.42 .42 2 2 1 150.40 11.34 76.99 1.47 78.45 227.08 .35 2 3 1 177.42 5.13 90.82 .66 91.48 227.08 .40 2 4 1 172.32 4.05 88.21 .52 88.73 227.08 .39 2 Page 21 5 1 6 1 7 1 8 1 9 1 10 1 11 2 13 - MAXIMUM S P A N 131.74 7.46 67.44 .97 84.06 2.56 43.03 .33 93.91 .49 48.07 .06 86.67 1.04 44.36 .13 99.34 3.69 50.85 .48 46.65 10.45 23.88 1.35 43.43 13.78 38.98 20.74 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY Concrete's modulus of elasticity Creep factor Ieffective /Igross...(due to cracking) (RUN 14 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI D E F L E C T I O N S 68.40 227.08 43.36 227.08 48.13 227.08 44.50 227.08 51.33 227.08 25.23 227.08 59.71 240.42 110===Mi===1111===MMIC=12=====111===MMS Ec = 4030.50 ksi K = 2.00 K = 1.00 Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN SPAN DL DL +PT DL +PT +CREEP -1 2 3 4 1 .00 -.02 -.05( 2643) 2 .00 .01 .03( 5349) 3 .00 .00 - .01(13781) 4 .01 .00 .01(21402) 5 .00 .00 .00(* * * * *) 6 .00 .00 .00( * * * * *) 7 .00 .00 .01(15793) 8 .00 .00 - .01(20465) 9 .00 .01 .03( 6058) 10 .00 -.01 -.02( 3418) .30 .19 .21 .20 .23 .11 .25 inches, DOWNWARD POSITIVE > LL DL +PT +LL +CREEP 5 6 .00(49736) -.05( 2792) .00(70589) .03( 4972) .00( * * * * *) - .01(15925) .00(42837) .01(14271) .00( * * * * *) .00( * * * * *) . 00(96802) .00(81988) . 00( * * * * *) .01(14367) .00( * * * * *) - .01(23457) . 00(96237) .03( 5699) .00( * * * * *) -.02( 3377) 2 2 2 2 2 2 2 .q ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 8,2001 At Time: 10:54 PROJECT FILE: RUN 15 DISTRIBUTED DIRECTION P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 15 DISTRIBUTED DIRECTION te1Ula.at tVe -SOS. %l et 'P.�(✓ 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S = a=== a= C= a3a ===Cf =C = =a==MCIaaaiaaan =L'a =aa ==lab=s =n =n= =MM =n=3aa= a anaC c antra :aa CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.50 ksi for COLUMNS 3605.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom COMPRESSION STRESS limits (multiple of (f'c)) At all locations REINFORCEMENT: YIELD Strength Minimum Cover at TOP Minimum Cover at BOTTOM POST- TENSIONING: 6.000 6.000 .450 60.00 ksi 1.00 in 1.00 in Page 2 (RUN 15 DISTRIBUTED D) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y =samsaa =mamma ===== =sac =s =aaam = =aria:==== =sea=s =seas =aa =aasa sa======= ==WW:=a et ass =sa P A 1 N 1 2 3 4 5 6 7 8 9 Fl I 01 I RI LENGTH' WIDTH MI ft I in 3 - - - - 5 1 6.00 204.00 1 13.00 204.00 1 13.00 204.00 1 13.00 204.00 1 13.00 204.00 1 13.00 204.00 1 13.00 204.00 1 13.25 204.00 1 10.75 204.00 LEGEND: 1 - SPAN C = Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 in ^2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TWO -WAY YES YES I TOP IBOTTOM /MIDDLEI I I FLANGE I FLANGE I REF I MULTIPLIER DEPTH' width thick.I width thick.IHEIGHTI left right in I in in I in in I in I 6 7 8 9 10 - - - -11 12- - - -13- .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 . 50 .50 .50 .50 .50 .50 . 50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist Page 3 (RUN 15 DISTRIBUTED D) 2.1.5 - D R O P C A P = = = = = == = == = = == = = = = =._ = = = = =s: = = = = == = == = = = = = = =s ======================== JOINT - 1 1 2 3 4 5 6 7 8 9 10 CAPT CAPB in in 2 3 28.00 48.00 CAPDL CAPDR in in 4 5 .00 24.00 28.00 48.00 24.00 24.00 28.00 48.00 24.00 24.00 28.00 48.00 24.00 24.00 28.00 48.00 24.00 24.00 28.00 48.00 24.00 24.00 28.00 48.00 24.00 24.00 28.00 48.00 24.00 24.00 28.00 48.00 24.00 24.00 28.00 48.00 24.00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT Total depth of cap CAPB - Transverse Width CAPDL - Extension left of joint CAPDR - Extension right of joint 2.2 - S U P P O R T SUPPORT < WIDTH LENGTH JOINT in ft - -1 2 3 -- 1 18.00 15.00 2 18.00 15.00 3 18.00 15.00 4 18.00 15.00 5 18.00 15.00 6 18.00 15.00 A N D D R O P PANEL DATA W I D T H A N D LOWER COLUMN B(DIA) D in in 4 5 6 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 8 = Waffle 11 - Top surface to reference line DROPTL DROPTR DROPB in in in 6 7 8 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 DROPL in 9 .00 . 00 .00 .00 .00 . 00 .00 .00 . 00 . 00 ADAPT -PT V - 6.08 ACI DROP PANEL DIMENSIONS: DROPTL - Total depth left of joint DROPTR = Total depth right of joint DROPB = Transverse Width DROPL - Extension left of joint DROPR = Extension right of joint C O L U M N D A T A DROPR in 10- .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 > < UPPER COLUMN > CBC* LENGTH B(DIA) D CBC* ft in in 7 8 9--- -10 - -- .00 .00 .00 (1) .00 .00 .00 (1) .00 .00 .00 (1) .00 .00 .00 (1) .00 .00 .00 (1) .00 .00 .00 (1) Page 4 (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 7 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 8 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 9 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) 10 18.00 15.00 18.00 .00 (1) .00 .00 .00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end 4 - I N P U T T A P P L I E D L O A D I N G =================== 121 u= = = ===a= = = =a - = =a === = =r =a =_ = =====- = =s-=s = =a ===a = :_= = = = = == === < - -- CLASS - - -> < TYPE > D - DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L - LIVE LOAD C - CONCENTRATED M = APPLIED MOMENT Li- LINE LOAD SWQ= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf Intensity ( From ... To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft -1 2 3 4 5 6 7 8 9 1 L U .100 .00 2.00 1.700 1 L U .100 2.00 4.00 1.700 1 L U .100 4.00 6.00 1.700 1 D U .030 .00 2.00 .510 1 D U .030 2.00 4.00 .510 1 D U .030 4.00 6.00 .510 1 SW P .00 2.00 3.025 1 SW P 2.00 4.00 2.125 1 SW P 4.00 6.00 3.025 2 L U .100 .00 2.00 1.700 2 L U .100 2.00 11.00 1.700 2 L U .100 11.00 13.00 1.700 2 D U .030 .00 2.00 .510 2 D U .030 2.00 11.00 .510 2 D U .030 11.00 13.00 .510 Page 5 (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 2 SW P .00 2.00 3.025 Z 2 SW P 2.00 11.00 2.125 2 SW P 11.00 13.00 3.025 0: w 3 L U .100 .00 2.00 1.700 3 L U .100 2.00 11.00 1.700 i O 3 L U .100 11.00 13.00 1.700 00 3 D U .050 .00 2.00 .850 (O _ 3 D U .050 2.00 11.00 .850 3 D U .050 11.00 13.00 .850 3 SW P .00 2.00 3.025 W p 3 SW P 2.00 11.00 2.125 LJ- 3 SW P 11.00 13.00 3.025 LL.< 4 L U .185 .00 2.00 3.145 N d 4 L U .185 2.00 11.00 3.145 w 4 L U .185 11.00 13.00 3.145 z 4 D U .184 .00 2.00 3.128 4 D U .184 2.00 11.00 3.128 4 D U .184 11.00 13.00 3.128 W w 4 SW P .00 2.00 3.025 4 SW P 2.00 11.00 2.125 v0 N 4 SW P 11.00 13.00 3.025 01- w - 5 L U .185 .00 2.00 3.145 U 5 L U .185 2.00 11.00 3.145 LL.� 5 L U .185 11.00 13.00 3.145 O 5 D U .184 .00 2.00 3.128 co 5 D U .184 2.00 11.00 3.128 F,p 5 D U .184 11.00 13.00 3.128 0 5 SW P .00 2.00 3.025 Z 5 SW P 2.00 11.00 2.125 5 SW P 11.00 13.00 3.025 6 L U .185 .00 2.00 3.145 6 L U .185 2.00 11.00 3.145 6 L U .185 11.00 13.00 3.145 6 D U .184 .00 2.00 3.128 6 D U .184 2.00 11.00 3.128 6 D U .184 11.00 13.00 3.128 6 SW P .00 2.00 3.025 6 SW P 2.00 11.00 2.125 6 SW P 11.00 13.00 3.025 7 L U .185 .00 2.00 3.145 7 L U .185 2.00 11.00 3.145 '5' (.;, • ^ H Page 6 I (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 7 L U .185 11.00 13.00 3.145 7 D U .184 .00 2.00 3.128 Z 7 D U .184 2.00 11.00 3.128 7 D U .184 11.00 13.00 3.128 7 SW P .00 2.00 3.025 W 7 SW P 2.00 11.00 2.125 7 SW P 11.00 13.00 3.025 8 L U .185 .00 2.00 3.145 CO _ 8 L U .185 2.00 11.25 3.145 �,- 8 L U .185 11.25 13.25 3.145 to W 8 D U .184 .00 2.00 3.128 w0 8 D U .184 2.00 11.25 3.128 2 8 D U .184 11.25 13.25 3.128 tl -' 8 SW P .00 2.00 3.025 D 8 SW P 2.00 11.25 2.125 N d 8 SW P 11.25 13.25 3.025 _ 9 L U .185 .00 2.00 3.145 .g. 9 L U .185 2.00 8.75 3.145 W 9 L U .185 8.75 10.75 3.145 9 D U .184 .00 2.00 3.128 9 D U .184 2.00 8.75 3.128 B o w 9 D U .184 8.75 10.75 3.128 O 9 SW P .00 2.00 3.025 W W 9 SW P 2.00 8.75 2.125 U 9 SW P 8.75 10.75 3.025 u. 0 O WZ U N 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING O Z ====3===== a============ ======_ ==== == ====== ====== = ===== =====_sari ===== ======== UNIFORM (k /ft ^2), ( CON. or PART. ) ( MOM E N T ) SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) -1 2 3 4 5 6 7 8 1 L U .100 1 D U .030 2 L U .100 2 D U .030 3 I. U .100 3 D U .050 4 L U .185 4 D U .184 •S�'SJ' f 'ti, ��, �+ Page 7 5 L U .185 5 D U .184 6 L U .185 6 D U .184 7 L U .185 7 D U .184 8 L U .185 8 D U .184 9 L U .185 9 D U .184 NOTE: SELFWEIGHT INCLUSION REQUIRED (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 4- C A L C U L A T E D SECT I O N PRO PERT I E S ==_=an=al= =a=_ ==a ==== = = === ass= a== a=== a= = == = =a = == =mac= == = =sa== a == x== a====aa= _=a= :a= 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span Aa cross - sectional geometry Yt- centroidal distance to top fiber I= gross moment of inertia Yip= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in ^2 inA4 in in 2 - - - -3 4 5 SPAN 1 1 2904.00 .1593E406 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 2 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 3 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 4 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 5 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 rAIN Page 8 Note: * = Centerline moments (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 3 2904.00 .1593E +06 18.83 9.17 SPAN 6 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 7 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 8 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 9 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 5 - D E A D L O A D M O M E N T S , S H E A R S & R E A C T I O N S ftnf MMM Mfassa= if am an====== M=== f= IOff====== MISS fYII5 = =fa ==== = =iannma ==== =aaa =aal = agar = === < 5.1 S P A N MOMENTS (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) -1 2 3 4 5 6 1 .67 -7.28 -42.55 -2.50 16.91 2 -43.79 12.67 -45.80 -18.77 19.08 3 -44.72 6.48 -71.62 -19.07 23.21 4 -74.92 25.11 - 100.40 -33.98 37.90 5 -99.21 18.28 -89.76 -36.67 35.22 6 -90.17 20.64 -94.09 -35.64 36.25 7 -94.01 20.14 -91.25 -36.16 35.73 8 -91.11 20.14 - 102.77 -35.72 37.48 9 - 103.91 22.45 -6.56 -39.09 20.98 JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -ft) -> - -1 2 Lower columns - -- -Upper columns 1 2.50 .67 .00 2 35.68 -1.24 .00 3 38.15 1.07 .00 Page 9 4 5 6 7 8 9 10 6 - L I V E LOAD < -- 6.1 L I V E < left* SPAN max -1 2 1 .53 2 -27.90 3 -25.69 4 -42.53 5 -58.77 6 -52.77 7 -55.22 8 -53.60 9 -60.77 Note: * a JOINT - -1 1 2 3 4 5 6 7 8 9 10 <- 6.2 REACTIONS Centerline max 2 .51 20.83 20.88 31.31 42.68 40.21 41.20 40.66 43.53 11.60 57.19 74.58 70.86 72.40 71.45 76.57 20.98 min 3 .53 -27.90 -25.69 -42.53 - 58.77 - 52.77 -55.22 - 53.60 -60.77 moments (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI -3.30 1.19 -.41 .09 .14 -1.14 6.56 .00 .00 .00 .00 .00 .00 .00 MOMENTS, S H E A R S & R E A C T I O N S = =aa =s = =3sa= aa= as = === =tg= == = = =a= ==== = = = = = == = = = = == = = = = = == = = == == == = == == = =s = == == == L 0 A D SPAN MOMENTS (k -f t) and SHEAR FORCES (k) - -> > < - -- midspan - - -> min 5 max 4 -5.59 8.62 2.90 15.38 10.81 12.41 12.00 12.14 13.15 (k) -> min 3 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 -5.59 8.62 2.90 15.38 10.81 12.41 12.00 12.14 13.15 < - -- LOWER max 4 .53 .00 1.00 .00 .80 .00 .07 .06 .00 3.79 < - - -- right* > <- -SHEAR FORCE - -> max min left right - - - 6 7 8 9 -- - 27.00 - 26.69 -40.33 -59.57 - 52.49 - 55.29 -53.66 - 60.15 -3.79 - 27.00 -.51 9.69 -26.69 -11.14 10.96 -40.33 -9.92 12.18 - 59.57 -19.13 21.75 - 52.49 -20.93 19.96 -55.29 -20.25 20.64 -53.66 -20.56 20.32 -60.15 -20.34 21.33 -3.79 -22.20 11.60 6.3 COLUMN MOMENTS (k ft) COLUMN - - -> < - -- UPPER COLUMN - - -> min max min 5 6 7 - -- .00 .00 .00 -.90 .00 .00 .00 .00 .00 -2.21 .00 .00 .00 .00 .00 -.28 .00 .00 .00 .00 .00 .00 .00 .00 -.62 .00 .00 .00 .00 .00 Page 10 (RUN 15 DISTRIBUTED D) Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7 - M O M E N T S REDUCED TO FACE -OF- SUPPORT ====a==== = = ==== ======= =a= == = = == == = == = =a a= === = =a = =a = =_==__ SPAN -1 1 2 3 4 5 6 7 8 9 SPAN -1 1 2 3 4 5 6 7 8 9 7.1 R E D U C E D <- left* -> 2 1.55 -30.70 -31.51 - 51.16 - 73.43 -65.17 - 68.62 -66.05 - 76.33 Note: * a face -of- support 7.2 REDUCED left* max 2 .44 - 20.02 -18.73 - 29.07 - 43.97 - 38.47 -40.68 -39.23 -45.00 Note: * = face -of- support min 3 .44 -20.02 -18.73 - 29.07 -43.97 -38.47 -40.68 - 39.23 - 45.00 DEAD LOAD MOMENTS (k -ft) <- midspan -> 3 -7.28 12.68 6.47 25.11 18.28 20.63 20.14 20.14 22.45 LIVE LOAD MOMENTS (k -ft) < - - -- midspan max 4 - - - -•- -5.59 8.62 2.90 15.38 10.81 12.41 12.00 12.14 13.15 <- right* -> 4 -30.86 - 32.48 -55.31 -73.70 - 65.08 - 68.64 - 66.18 -76.39 7.45 min 5 -5.59 8.62 2.90 15.38 10.81 12.41 12.00 12.14 13.15 < right* max 6 - 20.22 -18.95 - 31.68 - 44.14 -38.41 -40.70 - 39.30 -45.03 4.03 min 7 - 20.22 - 18.95 -31.68 - 44.14 -38.41 -40.70 -39.30 - 45.03 4.03 ADAPT -PT V- 6.08 ACI Page 11 (RUN 15 DISTRIBUTED D) 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) _ Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) SPAN -1 1 2 3 4 5 6 7 8 9 Note: * = face -of- support 9.2 1 2 left* max 2 1.99 -50.72 - 50.23 - 80.22 - 117.40 - 103.64 - 109.30 - 105.28 - 121.33 T E N D O N TYPE X1 /L 1 2 2 .100 2 .100 min 3 1.99 -50.72 -50.23 -80.22 - 117.40 - 103.64 - 109.30 - 105.28 - 121.33 For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon < - - -- midspan max 4 -12.87 21.29 9.38 40.49 29.09 33.04 32.14 32.28 35.60 P R O F I L E X2 /L 3- .500 .500 X3 /I, 4 . 100 . 100 min 5 -12.87 21.29 9.38 40.49 29.09 33.04 32.14 32.28 35.60 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 - simple parabola with straight portion 3 = harped tendon right* max 6 -51.08 - 51.43 - 86.98 - 117.84 - 103.49 - 109.34 - 105.48 - 121.43 11.48 over support A/L 5 .000 .000 ADAPT -PT V- 6.08 ACI min 7 -51.08 -51.43 -86.98 - 117.84 - 103.49 - 109.34 - 105.48 - 121.43 11.48 ===== ==== a ==== =aa======a= =fat ==== = ==== ====== = =a a s == === == ==== =a a== == ==== = a a n a a Page 12 (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 3 2 .100 .500 .100 .000 4 2 .100 .500 .100 .000 Z 5 2 .100 .500 .100 .000 6 2 .100 .500 .100 .000 tu 7 2 .100 .500 .100 .000 Q 8 2 .100 .500 .100 .000 V 9 2 .100 .500 .100 .000 0 Q ci) IL 9.3 - SELECTED POST - TENSIONING FORCES AND TENDON DRAPE W O ............................................. Tendon editing mode selected: FORCE SELECTION u.< < SELECTED VALUES > <- CALCULATED VALUES -> • d FORCE <- DISTANCE OF CGS (in) -> P/A Wbal W SPAN (k / -) Left Center Right (psi) (k / -) Z - -1 2 3 4 5 6 7 O 1 363.050 5.00 5.46 6.50 177.97 2.437 W 2 363.050 6.50 5.30 6.50 177.97 2.148 3 363.050 6.50 5.20 6.50 177.97 2.327 O N 4 363.050 6.50 4.20 6.50 177.97 4.117 °1-- 5 363.050 6.50 4.20 6.50 177.97 4.117 W 6 363.050 6.50 4.20 6.50 177.97 4.117 W 7 363.050 6.50 4.20 6.50 177.97 4.117 F 8 363.050 6.50 4.20 6.50 177.97 3.964 u. O 9 363.050 6.50 4.20 5.00 177.97 4.058 CW)'N . O Approximate weight of strand 808.0 LB Z 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT - -1 2 3 4 5 6 7 - -- 1 .00 .00 .00 363.00 363.00 363.00 2 .00 .00 .00 363.00 255.00 363.00 3 .00 .00 .00 363.00 255.00 363.00 4 .00 .00 .00 363.00 255.00 363.00 5 .00 .00 .00 363.00 255.00 363.00 6 .00 .00 .00 363.00 255.00 363.00 7 .00 .00 .00 363.00 255.00 363.00 8 .00 .00 .00 363.00 255.00 363.00 Page 13 9 .00 Note: * = face -of- support 9.6 S E R V I C E SPAN -1 1 2 3 4 5 6 7 8 9 SPAN -1 1 2 3 4 5 6 7 8 9 -joint L E F T TOP BOTTOM 2 3 -93.33 - 190.13 - 212.31 54.37 - 183.80 -4.22 - 184.44 -2.89 - 164.61 -43.65 - 169.39 -33.82 - 174.34 -23.66 - 154.07 -65.31 - 201.33 31.82 Note: * = face -of- support 9.7 POST- TENSIONING < -- S P A N left* 2 -47.88 177.17 135.33 166.33 174.75 167.92 180.75 147.33 231.83 Note: * = face -of- support 3 -80.36 -6.40 - 16.17 -25.07 - 24.22 -21.47 -30.89 -6.00 - 75.84 <-- REACTIONS (k ) - -> 2 (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI .00 .00 S T R E S S E S (psi) (tension shown positive) C E N T E R TOP BOTTOM 4 5 151.07 - 507.00 - 230.51 - 125.42 - 154.01 - 201.92 - 232.42 - 123.51 - 195.15 - 160.78 - 218.84 - 137.09 - 182.38 - 173.55 - 270.70 -85.23 -35.93 - 320.00 B A L A N C E D M O M E N T S , SHEARS & REACTIONS MOMENTS (k -ft) - -> midspan right* 4 154.58 134.67 163.00 174.75 168.00 180.33 148.67 231.83 -37.73 363.00 255.00 363.00 - 196.51 21.90 - 182.50 -6.88 - 177.50 -17.15 - 164.33 -44.23 - 169.57 -33.45 - 174.06 -24.24 - 154.85 -63.70 - 201.25 31.65 - 106.90 - 162.26 < -- SPAN SHEARS (k ) - -> SH(1) SH(r) 5 6 -36.13 3.69 -2.40 -.74 .58 -1.08 2.79 -7.19 24.24 R I G H T * TOP BOTTOM 6 7 -- < -- COLUMN MOMENTS (k -ft) - -> Lower columns Upper columns -36.13 3.69 - 2.40 -.74 .58 - 1.08 2.79 -7.19 24.24 Page 14 (RUN 15 DISTRIBUTED D) 1 2 3 4 5 6 7 8 9 10 36.130 - 39.830 6.095 - 1.665 -1.322 1.668 - 3.869 9.975 - 31.430 24.240 10 - FACT O R E D MOMENTS & REACT ION S ====ai6= == == =COS === = = = =9'L==== i = === = = == = = == =a= = == === == ======= =m =Sakti==== = ==71.= Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) SPAN - 1 1 2 3 4 5 6 7 8 9 left* max 2 39.02 140.25 99.43 85.00 36.87 51.26 55.50 28.23 88.43 Note: * = face -of- support min 3 39.02 140.25 99.43 85.00 36.87 51.26 55.50 28.23 88.43 9.100 -5.610 1.640 .938 -.149 -.483 1.642 -4.639 12.817 - 29.858 < - - -- midspan - - - -> max min 4 5 97.80 97.80 228.61 228.61 203.38 203.38 271.94 271.94 255.55 255.55 264.49 264.49 253.69 253.69 278.83 278.83 213.94 213.94 10.2 SECONDARY MOMENTS (k -ft) SPAN < -- left* - -> <- midspan -> < -- right* - -> - 1 2 3 4 1 36.20 117.50 198.75 2 217.50 196.25 174.92 3 175.58 189.42 203.17 4 206.42 210.67 214.83 ADAPT -PT V- 6.08 ACI .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 < right* max 6 121.12 97.04 71.65 36.21 51.58 55.08 29.22 88.37 64.83 min 7 121.12 97.04 71.65 36.21 51.58 55.08 29.22 88.37 64.83 Page 15 5 214.83 211.58 208.33 6 208.25 214.50 220.75 7 221.08 205.08 189.08 8 187.75 230.00 272.25 9 272.25 160.17 48.04 Note: * = face -of- support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -f t) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min -1 2 3 4 5 6 7 1 40.50 39.63 10.94 10.04 .00 .00 2 45.53 10.12 -7.35 -8.87 .00 .00 3 95.00 59.51 4.84 3.14 .00 .00 4 131.63 78.40 -3.68 -7.43 .00 .00 5 175.65 103.09 2.88 1.52 .00 .00 6 169.23 100.87 -1.06 -1.53 .00 .00 7 167.53 97.49 1.89 1.76 .00 .00 8 179.13 110.00 -4.34 -4.44 .00 .00 9 149.77 75.77 11.22 10.16 .00 .00 10 73.33 53.61 -14.24 -20.68 .00 .00 11 - M I L D S T E E L �wcara seam ===== =====saaaa ====== = =MR mel MMMMMsaasaaa m. ======sManfl nsta3=== a =l:s8as Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments 11.5 TOTAL WEIGHT OF REBAR = 494.2 lb 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) REDISTRIBUTION < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> COEFFICIENT( %) SPAN max min max min max min left right -1 2 3 4 5 6 7 8 9- (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI AVERAGE = .3 psf Page 16 2 `1) (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 1 39.02 39.02 97.80 97.80 121.12 121.12 .00 16.84 2 140.25 140.25 228.61 228.61 97.04 97.04 16.84 16.84 Z 3 99.43 99.43 203.38 203.38 71.65 71.65 16.84 16.84 4 85.00 85.00 271.94 271.94 36.21 36.21 16.84 .00 ull 5 36.87 36.87 255.55 255.55 51.58 51.58 .00 .00 g 6 51.26 51.26 264.49 264.49 55.08 55.08 .00 .00 ti 7 55.50 55.50 253.69 253.69 29.22 29.22 .00 .00 00 8 28.23 28.23 278.83 278.83 88.37 88.37 .00 16.84 N 0 9 88.43 88.43 213.94 213.94 64.83 64.83 16.84 .00 win Note: to LL * = face -of- support W 0 11.7.1 R E D I S T R I B U T E D STEEL AT M I D - S P A N " 3 �'a T O P B O T T O M W As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (inA2) < - - -ULT TENS > (inA2) < - - -ULT TENS > ? -1 2 3 4 5 6 7 8 9 - - -- O 1 2.36 ( .00 2.36 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) ? Q 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) v 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 5 .00 ( .00 .00 .00) .00 ( .00 .00 .00) W LU 6 .00 ( .00 .00 .00) .00 ( .00 .00 .00) W W 7 .00 ( .00 .00 .00) .00 ( .00 .00 .00) � 8 .00 ( .00 .00 .00) .00 ( .00 .00 .00) u 9 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 64 O 11.8.1 R E D I S T R I B U T E D STEEL AT S U P P O R T S Z T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (inA2) < -- -ULT MIN > (inA2) < -- -ULT MIN > - - 1 2 3 4 5 6 7 8 9 - -- 1 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 2 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 3 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 4 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 5 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 6 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 7 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 8 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 9 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 10 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) Page 17 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [in ^2] 1 - - - -2 3 4 - - - -5 6 7 1 1 T 6# 6 x 11'6" 2.64 2 2 T 4# 6 x 8'6" 1.76 3 3 T 4# 6 x 8'6" 1.76 4 4 T 4# 6 x 8'6" 1.76 5 5 T 4# 6 x 8'6" 1.76 6 6 T 4# 6 x 8'6" 1.76 7 7 T 4# 6 x 9'0" 1.76 8 8 T 4# 6 x 8'6" 1.76 9 9 T 4# 6 x 5'0" 1.76 Notes: Bar location - T n Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 STEEL DISPOSITION - TOP BARS SPAN - -1- 1 2 2 3 3 4 4 TOP STEEL ID LOCATION NUM BAR LENGTH [ft] -2 3 --- 4 - - - -5 6 1 FULL 6 # 6 x 6'0" 1 LEFT 2 RIGHT 2 LEFT 3 RIGHT 3 LEFT 4 RIGHT 1'.. ... '2 w.:y::, � t iv tru (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 6 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" z tI� h Z wW QQ -Jo 00 J W NW W o u so_ W tIJ W 0— O F- WW U. O W Z O Z Page 18 5 5 6 6 7 7 8 8 9 9 4 LEFT 5 RIGHT 5 LEFT 6 RIGHT 6 LEFT 7 RIGHT 7 LEFT 8 RIGHT 8 LEFT 9 RIGHT (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 4 # 6x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6x 4'6" 4 # 6 x 4'6" 4 # 6 x 5'0" 11.5.2 STEEL DISPOSITION - BOTTOM BARS 1 BOTTOM STEEL SPAN I ID LOCATION I NUM BAR LENGTH [ft)! 1-- - -I - -2 3 I--- 4 - - - -5 6 1 12 - P U N C H I N G SHEAR C H E C K c = as as aaa ataa. asx= aasaaa====== = as aaa amQ=a aria aa-m aaaaaaaaaaa mas====asam- a =a =Utasaaa LEGEND: CONDITION... 1 - INTERIOR COLUMN 2 a END COLUMN 3 - CORNER COLUMN 4 - EDGE COLUMN (PARALLEL TO SPAN) 5 == EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 - STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> shear moment due to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 8 9 10 1 2 40.50 10.94 15.05 5.70 20.75 240.42 .09 1 Page 19 2 1 45.53 8.87 23.31 1.15 24.46 227.09 .11 2 3 1 95.00 4.84 48.63 .63 49.26 227.09 .22 2 4 1 131.63 7.43 67.38 .96 68.34 227.09 .30 2 5 1 175.65 2.88 89.91 .37 90.28 227.09 .40 2 6 1 169.23 1.53 86.63 .20 86.82 227.09 .38 2 7 1 167.53 1.89 85.76 .24 86.00 227.09 .38 2 8 1 179.13 4.44 91.69 .57 92.27 227.09 .41 2 9 1 149.77 11.22 76.66 1.45 78.12 227.09 .34 2 10 2 73.33 20.68 65.81 34.34 100.14 240.42 .42 2 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY 13- MAXIMUM SPAN DEFLECTIONS (RUN 15 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI saa ma a saaaa = = =ra sas a g a r n====== nnfl�enn = =====M== == = = ======a as a a a ======a a a n Concrete's modulus of elasticity Ec = 4030.50 ksi Creep factor K = 2.00 Ieffective /Igross...(due to cracking) K a 1.00 Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP -1 2 3 4 -• -5 6 1 .00 .00 -.01( 4837) .00( * * * * *) -.02( 4688) 2 .00 .01 .02( 9338) .00(73867) .02( 8290) 3 .00 .00 - .01(12095) .00( * * * * *) - .01(11001) 4 .01 .00 .01(30721) .00(43442) .01(17995) 5 .00 .00 .00(49762) .00( * * * * *) .00(95182) 6 .00 .00 .00(40496) .00(70633) .01(25739) 7 .00 .00 - .01(14862) .00(76651) - .01(18438) 8 .00 .01 .04( 4343) .00(79358) .04( 4117) 9 .01 -.02 -.05( 2423) .00(42315) -.05( 2571) ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST- TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 8,2001 At Time: 11:16 PROJECT FILE: RUN 16 DISTRIBUTED DIRECTION P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 16 DISTRIBUTED DIRECTION ti '11�(i; %iS �`�-r:: 12 1 -USER SPECIFIED GENERAL DESIGN PARAMETERS = =am== era==s ==== =ass === =maa =: sec ===== =_ __= =l == = === _= swam == CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS for COLUMNS CREEP factor for deflections for BEAMS /SLABS CONCRETE WEIGHT SELF WEIGHT TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom POST - TENSIONING: 4030.50 ksi 3605.00 ksi 2.00 NORMAL 150.00 pcf 6.000 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in Page 2 (RUN 16 DISTRIBUTED D) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y = = =aa=a == === ==== = = = =m==a= =s=as=s= = == ====Maa =_ = = = ==a aa=m==== =.: _= amf =aa =a ==== = sa S FJ I P 01 I A RI LENGTHI WIDTH N MI ft I in -1 3 - - - -4 5 6 7 8 9 1 1 8.50 204.00 10.00 2 1 13.00 204.00 10.00 3 1 13.00 204.00 10.00 4 1 13.00 204.00 10.00 5 1 13.00 204.00 10.00 6 1 7.50 204.00 10.00 LEGEND: 1 - SPAN C = Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 in ^2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TWO -WAY YES YES TOP IBOTTOM /MIDDLEI I I FLANGE I FLANGE I REF I MULTIPLIER DEPTHI width thick.) width thick.IHEIGHTI left right in I in in I in in I in I 10 - - - -11 12- - - -13- 17.00 .50 .50 17.00 .50 .50 17.00 .50 .50 17.00 .50 .50 17.00 .50 .50 17.00 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line Page 3 (RUN 16 DISTRIBUTED D) 2.1.5 - D R O P C A P A N D D R O P P A N E L D A T A == _= __ = = = = == = = = ____ -= ___ CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR JOINT in in in in in in in in in - - 1 2 3 4 5 6 7 8 9 10- 1 28.00 48.00 .00 24.00 .00 .00 .00 .00 .00 2 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 6 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 7 28.00 48.00 24.00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT - Total depth of cap CAPB = Transverse Width CAPDL = Extension left of joint CAPDR = Extension right of joint 2.2 - S U P P O R T W I D T H SUPPORT < WIDTH LENGTH JOINT in ft - - 1 2 3 1 18.00 2 18.00 3 18.00 4 18.00 5 18.00 6 18.00 7 18.00 LOWER COLUMN B(DIA) D in 4 15.00 18.00 15.00 18.00 15.00 18.00 15.00 18.00 15.00 18.00 15.00 18.00 15.00 18.00 in 5 6 .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) ADAPT -PT V- 6.08 ACI DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR - Total depth right of joint DROPB = Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint A N D C O L U M N D A T A > < CBC* LENGTH ft 7 .00 . 00 .00 .00 . 00 . 00 .00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 UPPER COLUMN > B(DIA) D CBC* in in 8 9--- -10 - -- . 00 .00 (1) . 00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) .00 .00 (1) 25A Page 4 (RUN 16 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI Fixed at near end, roller with rotational fixity at far end .. = 4 Z UO O 3 - I N P U T A P P L I E D LOAD I N G CO W mass mass= =aaass aaaaas a= maame = aasasa=ma aaaa a = a msaa W <--- CLASS - - -> < TYPE > {D O D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM 2 L a LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading 520 D Unit selfweight W = 150.0 pcf _ ? (- Intensity ( From ... To ) ( M or C ...At) Total on Trib l p SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft F" -1 2 3 4 5 6 7 8 9 W = p 1 L U .100 .00 2.00 1.700 O N 1 L U .100 2.00 6.50 1.700 Oi- 1 L U .100 6.50 8.50 1.700 W W 1 L U .145 .00 2.00 2.465 1 L U .145 2.00 6.50 2.465 u. 0 1 L U .145 6.50 8.50 2.465 Z 1 D U .030 .00 2.00 .510 Vtn 1 D U .030 2.00 6.50 .510 Pgt 1 D U .030 6.50 8.50 .510 Z 0 1 D U .184 .00 2.00 3.128 1 D U .184 2.00 6.50 3.128 1 D U .184 6.50 8.50 3.128 1 SW P .00 2.00 3.025 1 SW P 2.00 6.50 2.125 1 SW P 6.50 8.50 3.025 2 L U .100 .00 2.00 1.700 2 L U .100 2.00 11.00 1.700 2 L U .100 11.00 13.00 1.700 2 L P .145 .00 2.00 2.465 2 L P .145 2.00 6.50 2.465 2 D U .030 .00 2.00 .510 2 D U .030 2.00 11.00 .510 2 D U .030 11.00 13.00 .510 2 D P .184 .00 2.00 3.128 Page 5 (RUN 16 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 2 D P .184 2.00 6.50 3.128 2 SW P .00 2.00 3.025 2 SW P 2.00 11.00 2.125 2 SW P 11.00 13.00 3.025 3 L U .100 .00 2.00 1.700 3 L U .100 2.00 11.00 1.700 3 L U .100 11.00 13.00 1.700 3 L P .145 6.50 11.00 2.465 3 L P .145 11.00 13.00 2.465 3 D U .050 .00 2.00 .850 3 D U .050 2.00 11.00 .850 3 D U .050 11.00 13.00 .850 3 D P .184 6.50 11.00 3.128 3 D P .184 11.00 13.00 3.128 3 SW P .00 2.00 3.025 3 SW P 2.00 11.00 2.125 3 SW P 11.00 13.00 3.025 4 L U .185 .00 2.00 3.145 4 L U .185 2.00 11.00 3.145 4 L U .185 11.00 13.00 3.145 4 D U .184 .00 2.00 3.128 4 D U .184 2.00 11.00 3.128 4 D U .184 11.00 13.00 3.128 4 SW P .00 2.00 3.025 4 SW P 2.00 11.00 2.125 4 SW P 11.00 13.00 3.025 5 L U .185 .00 2.00 3.145 5 L U .185 2.00 11.00 3.145 5 L U .185 11.00 13.00 3.145 5 D U .184 .00 2.00 3.128 5 D U .184 2.00 11.00 3.128 5 D U .184 11.00 13.00 3.128 5 SW P .00 2.00 3.025 5 SW P 2.00 11.00 2.125 5 SW P 11.00 13.00 3.025 6 L U .185 .00 2.00 3.145 6 L U .185 2.00 5.50 3.145 6 L U .185 5.50 7.50 3.145 6 D U .184 .00 2.00 3.128 6 D U .184 2.00 5.50 3.128 6 D U .184 5.50 7.50 3.128 6 SW P .00 2.00 3.025 Page 6 1 �. (RUN 16 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 6 SW P 2.00 5.50 2.125 Z 6 SW P 5.50 7.50 3.025 I- W 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING i U O ______________ _ =__ __ ________ ___= z============== = ========= = ===== = ==== = == = = = = = == g; UNIFORM (k /ft ^2), ( CON. or PART. ) ( MOMENT ) (Ow SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft 0 ft ) w O -1 2 3 4 5 6 7 8 1 L U .100 n- S 1 L U .145 N a 1 D U .030 w 1 D U .189 X Z F- 2 L U .100 p 2 L P .145 .00 6.50 2 D U .030 W 2 D P .184 .00 6.50 D 0 3 L U .100 8 w 3 L P .145 6.50 13.00 Ci 3 D U .050 W W 3 D P .184 6.50 13.00 U 4 L U .185 P u. O 4 D U .184 Z 5 L U .185 U N 5 D U .184 6 L U .185 Z 6 D U .184 NOTE: SELFWEIGHT INCLUSION REQUIRED 4 - C A L C U L A T E D S E C T I O N PRO PERT I E S === == ========= 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A= cross- sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt Page 7 (SEGMENT) inA2 inA4 in in 2 3 4 5 SPAN 1 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 2 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 3 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 4 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 5 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 SPAN 6 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 5 - D E A D L O A D MOMENTS, S H E A R S & R E A C T I O N S aMI=maaa= ==== =aaaa = =aa =.= ===== = ==== == = ===1== = = = == ====== = == == aam = = =c =aasmc= = aaa =ca < 5.1 SPAN M O M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) -1 2 3 4 5 6 1 -2.38 10.58 -84.16 -16.67 35.91 2 -84.41 15.79 -65.02 -35.67 22.52 3 -65.49 18.50 -92.89 -24.11 38.49 4 -92.34 18.50 -96.18 -35.65 36.24 5 -97.04 23.44 -81.63 -37.13 34.76 6 -79.49 -.87 .27 -32.13 10.86 Note: * = Centerline moments r ,, (RUN 16 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI re O W W } O S2 a W ,F O W U� o - o W W LLO W Z u) O Z Page 8 (RUN 16 DISTRIBUTED D) JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -ft) -> - -1 2 Lower columns - -- -Upper columns 1 16.67 -2.38 .00 2 71.58 -.25 .00 3 46.63 -.48 .00 4 74.14 .54 .00 5 73.37 -.86 .00 6 66.89 2.14 .00 7 10.86 -.27 .00 6 - L I V E L O A D M O M E N T S , S H E A R S & R E A C T I O N S < left* > < - -- midspan - - -> < - - -- right* SPAN max min max min max -1 2 3 4 5 6 1 -1.60 -1.60 7.28 7.28 -59.08 2 -59.31 -59.31 11.28 11.28 -42.01 3 -42.18 -42.18 12.24 12.24 -57.25 4 -56.49 -56.49 10.41 10.41 -55.57 5 -56.25 -56.25 14.30 14.30 -48.02 6 -46.66 -46.66 -1.09 -1.09 .26 < -- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> Note: * w Centerline moments JOINT - -1 1 2 3 4 5 6 7 <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -ft) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > max 2 10.94 48.86 27.62 44.74 41.45 37.86 5.54 min 3 .00 .00 .00 .00 .00 .00 .00 max 4 .00 .00 .00 .76 .00 1.36 .00 min 5 -1.60 -.24 -.17 .00 -.68 .00 -.26 ADAPT -PT V- 6.08 ACI > <- -SHEAR FORCE - -> min left right 7 8 9 -- - 59.08 -10.94 24.46 -42.01 -24.40 13.72 -57.25 -13.90 24.23 - 55.57 -20.51 20.37 - 48.02 -21.08 19.81 .26 -18.05 5.54 max 6 .00 .00 .00 .00 .00 .00 .00 min .00 .00 .00 .00 .00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases J 00 N O WW N W w LL j (12d D O O N 0 � W IL. O tit Z UN O � SPAN -1 1 2 3 4 5 6 SPAN -1 1 2 3 4 5 6 Page 9 (RUN 16 DISTRIBUTED D) 7- MOMENTS REDUCED TO FACE -OF- SUPPORT == = == = == a = === = == =_ = = = _ left* SPAN max -1 2 7.1 REDUCED DEAD LOAD MOMENTS (k -f t) <- left* -> 2 8.25 -59.53 -48.50 -67.34 - 70.92 - 57.12 Note: * = face -of- support 7.2 REDUCED left* max 2 5.43 - 42.18 - 32.23 - 41.99 -41.33 -34.01 Note: * = face -of- support > min 3 5.43 -42.18 -32.23 -41.99 -41.33 -34.01 <- midspan -> 3 10.57 15.79 18.49 18.51 23.43 -.87 < - - -- midspan max 4 7.28 11.28 12.23 10.41 14.30 -1.09 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) LIVE LOAD MOMENTS (k -ft) == ==== ==== a=== = =■•__ <- right* -> 4 -59.10 - 49.12 -65.99 - 70.73 -57.28 6.69 Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) > < - - -- midspan min max 3 4 min 5 7.28 11.28 12.23 10.41 14.30 -1.09 - - -> min 5 2 • ADAPT -PT V- 6.08 ACI _ < right* max 6 -41.90 -32.20 - 40.25 -41.17 - 34.05 3.53 min 7 -41.90 - 32.20 - 40.25 - 41.17 - 34.05 3.53 < right* > max min 6 7 Page 10 1 13.68 13.68 17.85 17.85 - 101.00 - 101.00 2 - 101.72 - 101.72 27.07 27.07 -81.32 -81.32 3 -80.73 -80.73 30.73 30.73 - 106.24 - 106.24 4 - 109.33 - 109.33 28.92 28.92 - 111.91 - 111.91 5 - 112.26 - 112.26 37.73 37.73 -91.33 -91.33 6 -91.13 -91.13 -1.96 -1.96 10.22 10.22 Note: * face -of- support 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES = a= aa====== M=== a== a==== ==a1= = = =ca =a= = =a=a == =a == ==== = =a am= = = =a= =a=s= =a== aaaaa =v= 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 - simple parabola 2 - partial parabola 3 = harped tendon 9.2 T E N D O N P R O F I L E TYPE X1 /L X2 /L X3 /L A/L 1 2 3 4 5 1 2 .100 .500 .100 .000 2 2 .100 .500 .100 .000 3 2 .100 .500 .100 .000 4 2 .100 .500 .100 .000 5 2 .100 .500 .100 .000 6 2 .100 .500 .100 .000 9.3 - SELECTED POST - TENSIONING FORCES AND TENDON DRAPE a a Tendon editing mode selected: FORCE SELECTION (RUN 16 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI Page 11 (RUN 16 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI < SELECTED VALUES > <- CALCULATED VALUES -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal SPAN (k / -) Left Center Right (psi) (k / -) -1 2 3 4 5 6 7 1 363.050 5.00 4.70 6.50 177.97 4.397 2 363.050 6.50 4.70 6.50 177.97 3.222 3 363.050 6.50 4.50 6.50 177.97 3.580 4 363.050 6.50 4.25 6.50 177.97 4.028 5 363.050 6.50 4.25 6.50 177.97 4.028 6 363.050 6.50 4.95 5.00 177.97 4.303 Approximate weight of strand 516.8 LB 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT -1 2 3 4 5 6 7 - -- 1 .00 .00 .00 363.00 363.00 363.00 2 .00 .00 .00 363.00 255.00 363.00 3 .00 .00 .00 363.00 255.00 363.00 4 .00 .00 .00 363.00 255.00 363.00 5 .00 .00 .00 363.00 255.00 363.00 6 .00 .00 .00 363.00 363.00 363.00 Note: * - face -of- support 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) LEFT* C E N T E R R I G H T * SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - -- 1 - 104.21 - 167.78 28.38 - 384.31 - 198.03 25.04 2 - 202.14 33.49 - 260.74 -95.19 - 165.73 -41.36 3 - 167.13 -38.48 - 196.04 - 159.89 - 176.02 -20.20 4 - 174.40 -23.54 - 189.08 - 166.85 - 155.33 -62.73 5 - 154.74 -63.93 - 265.01 -90.92 - 204.69 38.71 6 - 195.15 19.11 103.45 - 459.38 -99.07 - 178.35 Note: * = face -of- support Page 12 (RUN 16 DISTRIBUTED D) 9.7 POST - TENSIONING SPAN -1 1 2 3 4 5 6 Note: * = face -of- support -joint 1 2 3 4 5 6 7 < -- S P A N left* 2 -43.82 213.42 141.75 180.83 155.33 192.67 1 62.46 2 98.26 3 59.15 4 55.20 5 25.74 29.310 - 35.670 9.698 -5.516 6.649 - 36.990 32.520 10.1 FACTORED DESIGN MOMENTS (k -ft) left* SPAN max -1 2 > min 3 62.46 98.26 59.15 55.20 25.74 ADAPT -PT V- 6.08 ACI B A L A N C E D M O M E N T S , SHEARS & REACTIONS M O M E N T S (k -ft) - -> midspan right* 3 4 -76.32 206.75 -3.63 140.25 - 25.61 180.08 - 25.76 155.83 - 13.07 206.75 - 77.78 -47.81 < -- SPAN SHEARS (k ) - -> SH(1) SH(r) 5 6- - - - - -- -29.31 -29.31 6.36 6.36 -3.34 -3.34 2.18 2.18 -4.47 -4.47 32.52 32.52 <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> 2 Lower columns Upper columns 19.958 .000 - 10.550 .000 3.711 .000 -.128 .000 -2.215 .000 7.015 .000 - 13.558 .000 10 - F A C T O R E D M O M E N T S & R E A C T I O N S __=== = == = = = = = = === = = = = =__ = = = = a = = = = == = = = = = = = == • ========== Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) < - - -- midspan - - - -> max 4 171.71 258.49 247.96 252.31 278.51 min 5 171.71 258.49 247.96 252.31 278.51 < right* max 6 92.88 56.91 59.20 26.76 108.62 min 7 92.88 56.91 59.20 26.76 108.62 Page 13 6 95.29 95.29 132.44 132.44 53.32 53.32 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -f t) SPAN < -- left* - -> <- midspan -> -1 2 3 1 41.94 144.50 2 253.75 217.17 3 182.08 201.25 4 221.25 208.75 5 195.67 221.42 6 233.08 135.50 Note: * face -of- support 10.3 FACTORED (k) JOINT max -1 2 1 71.25 2 147.60 3 121.93 4 174.34 5 179.83 6 121.02 7 57.14 REACTIONS min 3 52.65 64.54 74.98 98.28 109.37 56.66 47.72 11 - M I L D S T E E L (RUN 16 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI max 4 16.63 -10.89 3.04 1.92 -3.42 12.32 -13.94 < -- right* - -> 4 247.08 180.67 220.50 196.17 247.08 37.95 10.4 FACTORED COLUMN MOMENTS (k -f t) < -- LOWER column - -> < -- UPPER column - -> min 5 13.90 - 11.30 2.76 . 63 -4.57 10.00 - 14.39 = =aaa== =aaac== aaan==aaw= == aama a=== =aaam = == = == = = =aa=a =a == = =aaa = = == _ = = = == ==== = == Support cut -off length for minimum steel(length /span) Span cut -off length for minimum steel(length /span) Top bar extension beyond where required Bottom bar extension beyond where required REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments max 6 .00 .00 .00 .00 .00 .00 .00 .17 .33 12.00 in 12.00 in min 7 .00 .00 .00 . 00 .00 .00 . 00 Page 14 11.5 1 1 2 3 4 5 6 TOTAL WEIGHT OF REBAR = 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -f t) < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> SPAN max min max min max min 2 3 62.46 62.46 98.26 98.26 59.15 59.15 55.20 55.20 25.74 25.74 95.29 95.29 Note: * - face -of- support R E D I S T R I B U T E D T 0 P As DIFFERENT REBAR CRITERIA SPAN (in ^2) < -- -ULT TENS > - 1 2 3 4 5 1 1.15 ( .00 1.15 .00) 2 .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) 5 .00 ( .00 .00 .00) 6 2.04 ( .00 2.04 .00) 11.8.1 R E D I S T R I B U T E D T 0 P As DIFFERENT REBAR CRITERIA JOINT (in ^2) < - - -ULT MIN > 1 2 3 1 1.53 2 1.53 3 1.53 4 1.53 5 1.53 6 1.53 7 1.53 .00 .00 .00 .00 .00 .00 .00 171.71 171.71 92.88 92.88 258.49 258.49 56.91 56.91 247.96 247.96 59.20 59.20 252.31 252.31 26.76 26.76 278.51 278.51 108.62 108.62 132.44 132.44 53.32 53.32 1.53 1.53 1.53 1.53 1.53 1.53 1.53 11.2.2 & 11.3.2 SELECTION OF REBAR (RUN 16 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 359.7 lb AVERAGE = 4 5 6 7 .3 psf REDISTRIBUTION COEFFICIENT( %) left right 8 9 .00 16.84 16.84 16.84 16.84 .00 .00 .00 .00 16.84 16.84 .00 STEEL AT M I D- S P A N B O T T O M As DIFFERENT REBAR CRITERIA (in ^2) < - - -ULT TENS 6 7 8 9 - -- .00 ( .00 .00 .00) . 00 ( .00 .00 .00) .00 ( .00 .00 .00) . 00 ( .00 .00 .00) .00 ( .00 .00 .00) .00 ( .00 .00 .00) STEEL AT S U P P O R T S B O T T O M As DIFFERENT REBAR CRITERIA (in ^2) < -- -ULT MIN 4 5 6 7 8 .00) .00 ( .00 .00) .00 ( .00 .00) .00 ( .00 .00) .00 ( .00 .00) .00 ( .00 .00) .00 ( .00 .00) .00 ( .00 .00 .00 .00 .00 .00 .00 .00 9 - -- .00) .00) .00) .00) .00) .00) .00) Page 15 SPAN ID LOCATION NUM BAR LENGTH (ft] AREA [in ^2] 1 - - - -2 3 4 - - - -5 6 7 1 1 T 4# 6 x 4'0" 1.76 1 2 T 4# 6 x 8'6" 1.76 2 3 T 4# 6 x 8'6" 1.76 3 4 T 4# 6 x 8'6" 1.76 4 5 T 4# 6 x 8'6" 1.76 5 6 T 5# 6 x 13'0" 2.20 Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 STEEL DISPOSITION - TOP BARS SPAN - -1- 1 1 2 2 3 3 4 4 5 5 6 ID LOCATION -2 3 1 LEFT 2 RIGHT 2 LEFT 3 RIGHT 3 LEFT 4 RIGHT 4 LEFT 5 RIGHT 5 LEFT 6 RIGHT 6 FULL TOP STEEL (RUN 16 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI NUM BAR LENGTH [ft] -- 4 - - - -5 6 4 # 6 x 4'0" 4 # 6 x 3'0" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 5 # 6 x 4'6" 5 # 6 x 7'6" r Page 16 (RUN 16 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 11.5.2 STEEL DISPOSITION - BOTTOM BARS Z I BOTTOM STEEL I SPAN 1 ID LOCATION I NUM BAR LENGTH [ft]1 0=2 ui -- 1-- - -I - -2 3 I--- 4 - - - -5 6 I U UO N O 12 - P U N C H I N G S H E A R C H E C K W W == a = == = =____ ==== .. J LEGEND: u1 0 CONDITION 1 = INTERIOR COLUMN 2 2 = END COLUMN d 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) N d 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY W PERFORM SHEAR CHECK MANUALLY Z 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR O CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 j 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) U 0 N gt FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> W W shear moment due to due to allow- STRESS U JNT COND. k k -ft shear moment TOTAL able RATIO CASE u- - 1 - - - -2 3 4 5 6 7 8 9 10- Z 1 2 71.25 16.63 63.93 32.45 96.39 240.42 .40 2 0 u� 2 1 147.60 11.30 75.56 1.46 77.02 227.09 .34 2 F= 3 1 121.93 3.04 62.42 .39 62.81 227.09 .28 2 Z 4 1 174.34 1.92 89.24 .25 89.49 227.09 .39 2 5 1 179.83 4.57 92.05 .59 92.65 227.09 .41 2 6 1 121.02 12.32 61.95 1.59 63.54 227.09 .28 2 7 2 57.14 14.39 51.27 26.30 77.57 240.42 .32 2 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY 13 - MAXIMUM SPAN D E F L E C T I O N S _ Concrete's modulus of elasticity Ec = 4030.50 ksi Creep factor K = 2.00 Page 17 (RUN 16 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI Ieffective /Igross...(due to cracking) K = 1.00 Z Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. 1 Values in parentheses are (span /max deflection) ratios W 2 < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > C.)0 SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP N O -1 2 3 4 5 6 Wu 1 .00 -.01 -.03( 3151) .00( * * * * *) -.03( 3227) 2 .00 .01 .02( 6292) .00(78705) .03( 5826) Wu. 3 .00 .00 .00(31602) .00(64648) .00(61825) W O 4 .00 .00 - .01(26414) .00( * * * * *) .00(33713) 2L 5 .01 .01 .03( 5068) .00(49312) .03( 4596) 6 .00 -.01 -.03( 3074) .00( * * * * *) -.03( 3034) a uJ Z jE il O H W .p 8 O ►— W W - O LUZ VF O Z ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Feb 8,2001 At Time: 11:23 PROJECT FILE: RUN 17 DISTRIBUTED DIRECTION P R O J E C T T I T L E : COMFORT SUITES HOTEL, TUKWILA WASHINGTON RUN 17 DISTRIBUTED DIRECTION knjwo 02105 12..$0 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S =aaaaaaa a = :aa= aaama = :aa =aa =a =M= == ====== = = ======== === as ========== = == == == ====== CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS for COLUMNS MODULUS OF ELASTICITY for BEAMS /SLABS for COLUMNS CREEP factor for deflections for BEAMS /SLABS CONCRETE WEIGHT TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom POST - TENSIONING: 5000.00 psi 4000.00 psi 4030.50 ksi 3605.00 ksi 2.00 NORMAL SELF WEIGHT 150.00 pcf 6.000 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in Page 2 (RUN 17 DISTRIBUTED D) SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y S P A 1 N 1 2 3 4 5 6 FI 1 01 1 RI LENGTH( WIDTH MI ft I in 3 - - - -4 5 1 8.50 204.00 1 13.00 204.00 1 13.00 204.00 1 13.00 204.00 1 13.00 204.00 1 7.50 204.00 LEGEND: 1 - SPAN C Cantilever 10.00 10.00 10.00 10.00 10.00 10.00 ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 in ^2 1.00 in 1.00 in 1.75 in 125.00 psi 8.00 (see section 9) TWO -WAY YES YES 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS 17.00 17.00 17.00 17.00 17.00 17.00 ==== ==n == === =====211M===== ====== mC SS =^mot =======laas=====fln nCd= ==== = = == ==== = ==== I TOP IBOTTOM /MIDDLEI I I FLANGE 1 FLANGE 1 REF I MULTIPLIER DEPTHI width thick.) width thick.IHEIGHTI left right in 1 in in 1 in in I in 1 6 7 8 9 10 - - - -11 12- - - -13- .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line Z 1 aW In vo W= J 1, - Nu W F grJ u.� W �O W DO ON 01- ILI w F ! L O Ili Z U= O 2 Page 3 (RUN 17 DISTRIBUTED D) 2.1.5 - D R O P C A P A N D D R O P P A N E L D A T A -__ ___. = a - -.- -_ == _= CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR JOINT in in in in in in in in in - -1 2 3 4 5 6 7 8 9 10- 1 28.00 48.00 .00 24.00 .00 .00 .00 .00 .00 2 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 6 28.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 7 28.00 48.00 24.00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPB - Transverse Width CAPDL - Extension left of joint CAPDR - Extension right of joint 2.2 - S U P P O R T SUPPORT < WIDTH LENGTH JOINT in ft - - 1 2 3 1 18.00 15.00 2 18.00 15.00 3 18.00 15.00 4 18.00 15.00 5 18.00 15.00 6 18.00 15.00 7 18.00 15.00 W I D T H A N D LOWER COLUMN B(DIA) D in 4 18.00 18.00 18.00 18.00 18.00 18.00 18.00 in 5 6 .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) ADAPT -PT V- 6.08 ACI DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPB = Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint C O L U M N D A T A > < UPPER COLUMN > CBC* LENGTH B(DIA) D CBC* ft in in 7 8 9-- - -10 -- .00 .00 .00 (1) . 00 .00 .00 (1) . 00 .00 .00 (1) .00 .00 .00 (1) . 00 .00 .00 (1) .00 .00 .00 (1) . 00 .00 .00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 ffiratta 1 .75T 4 Page 4 (RUN 17 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI Fixed at near end, roller with rotational fixity at far end .. = 4 z �w 3 - I N P U T A P P L I E D LOADING 0Q =========================._ == =======_=_ r== = = =_= = =--- -- _- _____ == = = == = = = = == 0 0 <--- CLASS - - -> < TYPE > D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM W O L LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT } Li= LINE LOAD g 3 SW= SELF WEIGHT Computed from geometry input and treated as dead loading il ,Q Unit selfweight W = 150.0 pcf N C3 Intensity ( From ... To ) ( M or C ...At) Total on Trib w SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft Z -1 2 3 4 5 6 7 8 9 O W 1 L U .100 .00 2.00 1.700 2 O 1 L U .100 2.00 6.50 1.700 8 i 1 L U .100 6.50 8.50 1.700 C)1.- 1 D U .030 .00 2.00 .510 W 1 D U .030 2.00 6.50 .510 W 1 D U .030 6.50 8.50 .510 0 1 SW P .00 2.00 3.025 1 SW P 2.00 6.50 2.125 El Z co 1 SW P 6.50 8.50 3.025 V 2 L U .100 .00 2.00 1.700 Z 2 L U .100 2.00 11.00 1.700 2 L U .100 11.00 13.00 1.700 2 D U .030 .00 2.00 .510 2 D U .030 2.00 11.00 .510 2 D U .030 11.00 13.00 .510 2 SW P .00 2.00 3.025 2 SW P 2.00 11.00 2.125 2 SW P 11.00 13.00 3.025 3 L U .100 .00 2.00 1.700 3 L U .100 2.00 11.00 1.700 3 L U .100 11.00 13.00 1.700 3 D U .050 .00 2.00 .850 3 D U .050 2.00 11.00 .850 1 Page 5 (RUN 17 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 3 D U .050 11.00 13.00 .850 Z 3 SW P .00 2.00 3.025 3 SW P 2.00 11.00 2.125 3 SW P 11.00 13.00 3.025 CC g 4 L U .100 .00 2.00 1.700 00 4 L U .100 2.00 11.00 1.700 (0 0 4 L U .100 11.00 13.00 1.700 N W 4 D U .030 .00 2.00 .510 4 D U .030 2.00 11.00 .510 N O 4 D U .030 11.00 13.00 .510 W 4 SW P .00 2.00 3.025 !_ 4 SW P 2.00 11.00 2.125 J 4 SW P 11.00 13.00 3.025 N M 5 L U .100 .00 2.00 1.700 W 5 L U .100 2.00 11.00 1.700 Z 5 L U .100 11.00 13.00 1.700 �� OI- 5 L P .145 6.50 11.00 2.465 W W 5 L P .145 11.00 13.00 2.465 7 Q 5 D U .030 .00 2.00 .510 5 D U .030 2.00 11.00 .510 O N 5 D U .030 11.00 13.00 .510 W 5 D P .184 6.50 11.00 3.128 W 5 0 P .184 11.00 13.00 3.128 H 5 SW P .00 2.00 3.025 LL O 5 SW P 2.00 11.00 2.125 w Z 5 SW P 11.00 13.00 3.025 U O 1- 6 L U .100 .00 2.00 1.700 Z 6 L U .100 2.00 5.50 1.700 6 L U .100 5.50 7.50 1.700 6 L P .145 .00 2.00 2.465 6 L P .145 2.00 5.50 2.465 6 L P .145 5.50 7.50 2.465 6 D U .030 .00 2.00 .510 6 D U .030 2.00 5.50 .510 6 D U .030 5.50 7.50 .510 6 D P .184 .00 2.00 3.128 6 D P .184 2.00 5.50 3.128 6 D P .184 5.50 7.50 3.128 6 SW P .00 2.00 3.025 6 SW P 2.00 5.50 2.125 6 SW P 5.50 7.50 3.025 Page 6 (RUN 17 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING ======================== UNIFORM (k /ft ^2), ( CON. or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) -1 2 3 4 5 6 7 8 1 L U .100 1 D U .030 2 L U .100 2 D U .030 3 L U .100 3 D U .050 4 L U .100 4 D U .030 5 L U .100 5 L P .145 6.50 13.00 5 D U .030 5 D P .184 6.50 13.00 6 L U .100 6 L P .145 .00 7.50 6 D U .030 6 D P .184 .00 7.50 NOTE: SELFWEIGNT INCLUSION REQUIRED 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S =aa= === = = = =aa = =a =a ===== =a= ===vans =swan == = =a=n = ===a a= ===+n=it=s =s =aana. = = = ===== ==i 9= 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span A= cross- sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in ^2 in ^4 in in 2 3 4 5 SPAN 1 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593E +06 18.83 9.17 Z W O 0 W CO LL WO }} g J I.a W ZO D O N O !- =W L Ui N rg O 2 Page 7 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -f t) -> - -1 2 Lower columns - -- -Upper columns 1 8.22 -1.01 .00 2 35.81 -.30 .00 3 41.45 -.67 .00 (RUN 17 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI SPAN 2 1 2904.00 .1593E +06 18.83 9.17 Z 2 2040.00 .1700E +05 5.00 5.00 Q 3 2904.00 .1593E +06 18.83 9.17 S SPAN 3 aW 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 0 3 2904.00 .1593E +06 18.83 9.17 U 0 SPAN 4 2 W 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 0 3 2904.00 .1593E +06 18.83 9.17 W O SPAN 5 LL' 1 2904.00 .1593E +06 18.83 9.17 2 2040.00 .1700E +05 5.00 5.00 u. 3 2904.00 .1593E +06 18.83 9.17 N d SPAN 6 W 1 2904.00 .1593E +06 18.83 9.17 Z 2 2040.00 .1700E +05 5.00 5.00 3 2904.00 .1593Ef06 18.83 9.17 P. W 0 co 0- Q 5 - DEAD LOAD MOMENTS, S H EARS & REACT I ONS } WW u. O < 5.1 SPAN M 0 M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > z SPAN M(1)* Midspan M(r)* SH(1) SH(r) U N -1 2 3 4 5 6 1 -1.01 4.27 -41.66 -8.22 17.78 O 2 -41.95 9.66 -53.65 -18.03 19.83 Z 3 -54.32 13.46 -48.06 -21.62 20.66 4 -46.87 6.69 -54.67 -18.33 19.53 5 -56.49 20.21 -84.10 -21.89 36.30 6 -82.22 1.19 -.04 -34.37 12.45 Page 8 (RUN 17 DISTRIBUTED D) 4 5 6 7 left* SPAN max -1 2 1 -.46 2 -26.71 3 -31.31 4 -26.23 5 -37.44 6 -57.00 38.98 41.41 70.67 12.45 6 - L I V E LOAD MOMENTS, S H E A R S & R E A C T I O N S aaaaaasa a s.a.a ��xc= s.naa== asa =aoa �aa- a n . =aaama ��aa =a-ca tea= ==== < -- 6.1 L I V E LOAD SPAN MOMENTS (k -f t) and SHEAR FORCES (k) - -> > < min 3 -.46 -26.71 - 31.31 - 26.23 -37.44 - 57.00 Note: * Centerline moments 1.19 -1.83 1.88 .04 - midspan - - -> < max min 4 5 1.96 1.96 6.90 6.90 6.94 6.94 4.68 4.68 14.06 14.06 .78 .78 -- right* max 6 -26.34 -31.31 -26.63 -36.22 -58.33 .00 ADAPT -PT V- 6.08 ACI .00 .00 .00 .00 > <- -SHEAR FORCE - -> min left right 7 8 9 -- -26.34 -4.1 10.27 - 31.31 -10.70 11.40 - 26.63 -11.41 10.69 - 36.22 -10.28 11.82 -58.33 -13.45 24.67 .00 -23.22 8.02 <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k ft) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min - - 1 2 3 4 5 6 7 - -- 1 4.18 .00 .00 -.46 .00 .00 2 20.97 .00 .00 -.37 .00 .00 3 22.81 .00 .00 -.01 .00 .00 4 20.97 .00 .39 .00 .00 .00 5 25.27 .00 .00 -1.22 .00 .00 6 47.89 .00 1.33 .00 .00 .00 7 8.02 .00 .00 .00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7 M O M E N T S REDUCED TO FACE -OF- SUPPORT a =� aa= aaa -c =aa 7.1 R E DUCE D DEAD LOAD MOMENTS (k -f t) Page 9 SPAN - 1 1 2 3 4 5 6 SPAN - 1 1 2 3 4 5 6 SPAN - 1 1 2 3 4 5 6 Note: * = face -of- support <- left* -> <- midspan -> 2 3 4.16 4.27 -29.43 9.66 - 39.20 13.46 - 34.13 6.69 -41.08 20.21 - 58.32 1.19 7.2 R E D U C E D left* max 2 2.20 -19.17 - 23.23 - 19.00 -27.83 -40.76 Note: * face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -f t) left* max 2 6.36 -48.59 - 62.43 -53.13 -68.91 -99.07 > <- min 3 2.20 - 19.17 - 23.23 - 19.00 - 27.83 -40.76 > < min 3 6.36 -48.59 -62.43 -53.13 -68.91 -99.07 (RUN 17 DISTRIBUTED D) midspan max 4 <- right* -> 4 -29.32 -39.77 -33.66 -41.02 -58.74 7.43 LIVE LOAD MOMENTS (k -ft) min 5 1.96 1.96 6.91 6.91 6.94 6.94 4.68 4.68 14.06 14.06 .78 .78 ================================ = ========= . Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) - midspan max 4 6.22 16.56 20.40 11.38 34.27 1.97 min 5 6.22 16.56 20.40 11.38 34.27 1.97 ADAPT -PT V- 6.08 ACI < right* max 6 -19.12 - 23.23 - 19.08 -27.84 -41.00 4.84 < right* max 6 -48.43 -63.01 -52.74 -68.86 -99.74 12.27 min 7 -19.12 -23.23 -19.08 -27.84 -41.00 4.84 min 7 - 48.43 -63.01 - 52.74 -68.86 -99.74 12.27 ° -7T == = == __ Page 10 ) 2 (RUN 17 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI Note: * = face -of- support (. vo 0 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES co W aa=S_s_asaz =a= s=xaasaa =a = = =a== =sea=== aaa = == =- a== =aaa== ==x= = =aa= Lou. 9.1 PROFILE TYPES AND PARAMETERS W O LEGEND: 2 For Span: g:3 1 = reversed parabola u- 2 s simple parabola with straight portion over support N d 3 = harped tendon _ .4 For Cantilever: ��-- 1 = simple parabola W O� 2 = partial parabola 3 - harped tendon U p ON O H 9.2 TENDON P R O F I L E W TYPE X1 /L X2 /L X3 /L A/L U 1 2 3 4 5 u. 5 1 2 .100 .500 .100 .000 Z 2 2 .100 .500 .100 .000 V u) 3 2 .100 .500 .100 .000 4 2 .100 .500 .100 .000 O 5 2 .100 .500 .100 .000 Z 6 2 .100 .500 .100 .000 9.3 - SELECTED POST- TENSIONING FORCES AND TENDON DRAPE == = = = = = == = = = = == == = ==== === = = = = == = === Tendon editing mode selected: FORCE SELECTION < SELECTED VALUES > <- CALCULATED VALUES -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal SPAN (k / -) Left Center Right (psi) (k / -) -1 2 3 4 5 6 7 1 363.050 5.00 5.20 6.50 177.97 2.303 2 363.050 6.50 5.30 6.50 177.97 2.148 Page 11 (RUN 17 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 3 363.050 6.50 5.20 6.50 177.97 2.327 4 363.050 6.50 5.30 6.50 177.97 2.148 5 363.050 6.50 4.70 6.50 177.97 3.222 6 363.050 6.50 4.90 5.00 177.97 4.572 Approximate weight of strand 516.8 LB 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT -1 2 3 4 5 6 7 - -- 1 .00 .00 .00 363.00 363.00 363.00 2 .00 .00 .00 363.00 255.00 363.00 3 .00 .00 .00 363.00 255.00 363.00 4 .00 .00 .00 363.00 255.00 363.00 5 .00 .00 .00 363.00 255.00 363.00 6 .00 .00 .00 363.00 363.00 363.00 Note: * = face -of- support 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) LEFT* C E N T E R R I G H T * SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - -- 1 -97.48 - 181.61 47.81 - 403.74 - 223.58 77.53 2 - 227.67 85.95 - 239.37 - 116.56 - 170.61 -31.33 3 - 171.78 -28.91 - 177.54 - 178.39 - 198.72 26.45 4 - 198.10 25.17 - 165.64 - 190.29 - 171.33 -29.85 5 - 172.38 -27.69 - 263.85 -92.08 - 196.71 22.32 6 - 188.56 5.57 97.50 - 453.43 - 100.56 - 175.28 Note: * = face -of- support 9.7 POST - TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) -1 2 3 4 5 6 Page 12 (RUN 17 DISTRIBUTED D) 1 -46.25 2 197.25 3 130.17 4 159.00 5 137.50 6 191.08 Note: * = face -of- support - joint 1 2 3 4 5 6 7 10.1 FACTORED DESIGN MOMENTS (k -ft) SPAN - 1 1 2 3 4 5 6 <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -f t) - -> 27.440 - 33.370 8.483 -4.554 7.750 - 37.980 32.240 left* max 2 48.96 163.70 76.03 119.24 72.95 80.59 2 Note: * = face -of- support min 3 48.96 163.70 76.03 119.24 72.95 80.59 - 70.19 .83 - 20.52 - 14.88 -9.93 -80.03 max 4 144.86 228.86 215.95 205.32 263.18 137.80 191.17 129.00 159.50 135.92 203.58 -47.69 Lower columns 18.942 - 10.042 3.663 -.926 -1.231 7.400 - 13.900 -27.44 5.93 -2.55 2.00 -5.75 32.24 10 -FACTORED M O M E N T S & R E A C T I O N S Upper columns .000 .000 .000 .000 .000 .000 .000 = === =-- _ = == === __- =- _ = = = = === = -- = = == = = = = = == = = = == = = == = = = = == = == = === =m== = == ==as = == == Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) < - - -- midspan - - - -> min 5 144.86 228.86 215.95 205.32 263.18 137.80 ADAPT -PT V- 6.08 ACI < right* max 6 157.94 74.10 120.18 71.46 91.60 56.70 -27.44 5.93 - 2.55 2.00 - 5.75 32.24 min 7 157.94 74.10 120.18 71.46 91.60 56.70 Page 13 10.2 SECONDARY MOMENTS (k -ft) SPAN < -- left* - -> <- midspan -> < -- right* - -> -1 2 3 4 1 39.52 135.58 231.58 2 237.67 203.58 169.50 3 170.67 185.33 200.00 4 199.50 188.00 176.42 5 178.00 211.00 244.00 6 231.50 134.83 38.08 Note: * = face -of- support (RUN 17 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -f t) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min -1 2 3 4 5 6 7 1 46.05 38.94 17.53 16.76 .00 .00 2 52.41 16.76 -10.46 -11.09 .00 .00 3 105.29 66.51 2.73 2.72 .00 .00 4 85.67 50.02 1.41 .74 .00 .00 5 108.68 65.72 -3.79 -5.87 .00 .00 6 142.37 60.96 12.29 10.03 .00 .00 7 63.30 49.67 - 1.3.84 -13.84 .00 .00 11 - M I L D S T E E L == == === == = == = = == = = == = = == == ========== Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments 11.5 TOTAL WEIGHT OF REBAR = 367.2 lb AVERAGE = .3 psf 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k -ft) REDISTRIBUTION < - -- left* - - - -> < -- midspan - -> < - -- right* - - -> COEFFICIENT( %) SPAN max min max min max min left right Page 14 Note: * face -of- support 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [in ^2] -- 1 - - - -2 3 4 - - - -5 6 7 1 1 T 4# 6 x 5'6" 1.76 1 2 T 4# 6 x 8'6" 1.76 (RUN 17 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 1 2 3 4 5 6 7 8 9- 1 48.96 48.96 144.86 144.86 157.94 157.94 .00 16.84 2 163.70 163.70 228.86 228.86 74.10 74.10 16.84 16.84 3 76.03 76.03 215.95 215.95 120.18 120.18 16.84 16.84 4 119.24 119.24 205.32 205.32 71.46 71.46 16.84 16.84 5 72.95 72.95 263.18 263.18 91.60 91.60 16.84 16.84 6 80.59 80.59 137.80 137.80 56.70 56.70 16.84 .00 11.7.1 R E D I S T R I B U T E D STEEL AT M I D- S P A N T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in ^2) < - - -ULT TENS > (in ^2) < - - -ULT TENS > - -1 2 3 4 5 6 7 8 9 - -- 1 1.71 ( .00 1.71 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 5 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 6 1.89 ( .00 1.89 .00) .00 ( .00 .00 .00) 11.8.1 R E D I S T R I B U T E D STEEL AT S U P P O R T S T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (inA2) < - - -ULT MIN > (in ^2) < -- -ULT MIN > - -1 2 3 4 5 6 7 8 9 - -- 1 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 2 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 3 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 4 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 5 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 6 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 7 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) Page 15 (RUN 17 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI 2 3 T 4# 6 x 8'6" 1.76 3 4 T 4# 6 x 8'6" 1.76 4 5 T 4# 6 x 8'6" 1.76 5 6 T 5# 6 x 13'0" 2.20 Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 SPAN - - - -- 1 1 2 2 3 3 4 4 5 5 6 STEEL DISPOSITION - TOP BARS ID LOCATION -2 3 1 LEFT 2 RIGHT 2 LEFT 3 RIGHT 3 LEFT 4 RIGHT 4 LEFT 5 RIGHT 5 LEFT 6 RIGHT 6 FULL TOP STEEL NUM BAR LENGTH (ft) 4 - - - -5 6 4 # 6 x 5'6" 4 # 6 x 3'0" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 5 # 6 x 4'6" 5 # 6 x 7'6" 11.5.2 STEEL DISPOSITION - BOTTOM BARS I BOTTOM STEEL 1 SPAN I ID LOCATION 1 NUM BAR LENGTH (ft]I -- 1-- - -1 - -2 3 I--- 4 - - - -5 6 1 ;iii. Tei. g7 Page 16 12 - P U N C H I N G S H E A R C H E C K ========---== ==---= =-.== _ LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) JNT COND. - 1 - - - -2 1 2 2 1 3 1 4 1 5 1 6 1 7 2 FACTORED ACTIONS shear moment k k -ft 3 4 46.05 17.53 52.41 11.09 105.29 2.73 85.67 1.41 108.68 5.87 142.37 12.29 63.30 13.84 due to due to shear moment 5 6 41.32 22.75 26.83 1.44 53.90 .35 43.85 .18 55.63 .76 72.88 1.59 56.80 28.59 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY 13- MAXIMUM SPAN DEFLECTIONS = == == (RUN 17 DISTRIBUTED D) ADAPT -PT V- 6.08 ACI <- PUNCHING SHEAR STRESSES IN psi -> TOTAL 7 64.07 28.26 54.25 44.03 56.39 74.47 85.40 == =t= == = = = == allow- able 8 240.42 227.09 227.09 227.09 227.09 227.09 240.42 Concrete's modulus of elasticity Ec = 4030.50 ksi Creep factor K = 2.00 Ieffective /Igross...(due to cracking) K = 1.00 Where stresses exceed 6(fc') ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > _ STRESS RATIO CASE 9 10- .27 2 .12 2 .24 2 .19 2 .25 2 . 33 2 . 36 2 ____ _______ Page 17 (RUN 17 DISTRIBUTED D) SPAN - 1 1 2 3 4 5 6 DL 2 .00 .00 .00 .00 .00 .00 DL +PT DL +PT +CREEP 3 4 -.01 -.03( 3149) .01 .02( 7102) .00 .00(33291) .00 - .01(17091) .01 .03( 5100) -.01 -.03( 3050) LL 5 .00( * * * * *) .00( * * * * *) .00( * * * * *) .00( * * * * *) .00(48259) ADAPT -PT V- 6.08 ACI DL +PT +LL +CREEP 6 -.03( 3126) .02( 6711) .00(46583) - .01(16045) .03( 4612) -.03( 3021) DESCRIPTION SUPPLEMENTAL STRUCTURAL CAL CULA TIONS FOR COMFORT SUITES HOTEL TUKWILA, WASHINGTON POGGEMEYER DESIGN GROUP, INC NW DIVISION MAY 14,2001 PDG #00095 CALCULATIONS 1 — 57 POGGEMEYER DESIGN 1 GROUP CONSULTING ENGINEERS Canal S OCTOBER 24 , >2 . _ ~ PAGES Pogc,erneyer Desrin Group, In( 512 Sixth Street South. Suite 202 Kirkland. WA 98033 (425) 827 -5995 Fax (425) 828 -4850 r •J QI Multi- Loaded Beam( AISC 9th Ed ASD By: JASON HILL . POGGEMEYER DESIGN GROUP, INC Project: 00095 - Location: POOL ROOF STEEL BEAM Summary: A36 W12x26 x 22.0 FT Section Adequate By: 35.5% Controlling Factor: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearinq Length Required (Beam only. Support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length- Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Properties for: WI2x26/A36 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X -X Axis: Section Modulus About X -X Axis: Radius of Gyration of Compression Flange + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: Allowable Flange Buckling Ratio: Web Buckling Ratio: Allowable Web Buckling Ratio: Controlling Unbraced Length: Limiting Unbraced Length for Fb= .66'Fy: Allowable Bending Stress: Web Height to Thickness Ratio: Limiting Web Height to Thickness Ratio for Fv= .4'Fy: Allowable Shear Stress: Design Requirements Comparison: Nominal Moment Strength: Mr= Controlling Moment: M= 11.88 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength: Vr= Maximum Shear: V= 22.0 Ft from Left Support of Span 3 (Right Span) Critical shear created by combining all dead loads and live loads on span(s) 2 r Moment of Inertia: Irea= 1= 1 Ver: 5.02 on: 05 -08 -2001 : 07:55:56 AM DLD- Center= LLD - Center= TLD- Center= LL-Rxn-A= DL- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 -Top= Lu2- Bottom= U U wL -2= wD -2= BSW= wT -2= PL1 -2= PD 1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= Fv= E= d= tw= bf= tf= k= lx= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= h /tw= h /tw- Limit= Fv= 0.20 0.40 0.61 3331 1717 5048 0.88 3777 1933 5710 0.88 22.0 0.5 11.0 360 240 100 32 26 158 2250 1152 12.0 2658 1222 12.0 36 29000 12.22 0.23 6.49 0.38 0.88 204.00 33.40 1.72 IN IN = L/654 IN = L/435 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT KSI KSI N N N N N4 N3 8.54 10.83 53.13 106.67 0.5 FT 6.85 FT 23.76 KSI 49.83 63.33 14.4 KSI 66132 FT -LB 48821 FT -LB 40473 LB 5710 LB 112.6 IN4 204.0 IN4 Roof Beamf AISC 9th Ed ASD 1 Ver: 5.02 By: JASON HILL • POGGEMEYER DESIGN GROUP, INC on: 05 -08 -2001 : 08:25:17 AM Project: 00095 - Location: POOL ROOF RIDGE BEAM Summary: A36 W8x18 x 12.0 FT Section Adequate By: 148.1% Controlling Factor: Moment Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.10 IN = L/1385 Total Load: TLD= 0.18 IN = L/822 Reactions (Each End): Live Load: LL -Rxn= 2400 LB Dead Load: DL -Rxn= 1644 LB Total Load: TL -Rxn= 4044 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 0.75 IN Beam Data: Span: L= 12.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 0 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 16.0 PSF Tributary Width -Side One: TW1= 8.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 16.0 PSF Tributary Width -Side Two: TW2= 8.0 FT Beam Self Weight: BSW= 18 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 12.0 FT Beam Uniform Live Load: wL= 400 PLF Beam Uniform Dead Load: wD_adi= 274 PLF Total Uniform Load: - wT= 674 PLF Properties for: W8x18 /A36 Yield Stress: Fv= 36 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 8.14 N Web Thickness: tw= 0.23 N Flange Width: bf= 5.25 N Flange Thickness: tf= 0.33 N Distance to Web Toe of Fillet: k= 0.75 N Moment of Inertia About X -X Axis: Ix= 61.90 N4 Section Modulus About X -X Axis: Sx= 15.20 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.39 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.95 Allowable Flange Buckling Ratio: AFBR= 10.83 Web Buckling Ratio: WBR= 35.39 Allowable Web Buckling Ratio: AWBR= 106.67 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb= .66 *Fy: Lc= 5.54 FT Allowable Bending Stress: Fb= 23.76 KSI Web Height to Thickness Ratio: h /tw= 32.52 Limiting Web Height to Thickness Ratio for Fv= .4•Fy: h /tw- Limit= 63.33 Allowable Shear Stress: Fv= 14.4 KSI Design Requirements Comparison: Nominal Moment Strength: Mr= 30096 FT -LB Controlling Moment: M= 12132 FT -LB Nominal Shear Strength: Vr= 26960 LB Maximum Shear: V= 4044 LB Moment of Inertia: Ireq= 13.6 IN4 I= 61.9 IN4 Q1- Q- Roof Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: JASON HILL . POGGEMEYER DESIGN GROUP, INC on: 05 -08 -2001 : 08:37:17 AM Project: 00095 - Location: POOL ROOF HIP Summary: 3.125 IN x 12.0 IN x 17.0 FT (Actual 18.8 FT) / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 41.7% Controlling Factor: Moment of Inertia / Depth Required 10.68 In Span Deflections: Dead Load: DLD- Center- 0.28 Live Load: LLD - Center= 0.60 Total Load: TLD- Center= 0.88 Camber Required: C= 0.42 Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 2657 Dead Load: DL- Rxn -A= 1092 Total Load: TL- Rxn -A= 3749 Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.56 Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1329 Dead Load: DL- Rxn -B= 581 Total Load: TL- Rxn -B= 1910 Bearing Length Required (Beam only, Support capacity not checked): BL -B= 0.80 Beam Data: Span: L= 17.0 Maximum Unbraced Span: Lu= 2.0 Beam End Elevation Diff.: EL= 8.0 Pitch Of Roof: RP= 8 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: L/ 180 Camber Adjustment Factor: CAF= 1.5 Roof Loading: Roof Live Load -Side One: LL1= 50.0 Roof Dead Load-Side One: DL1= 16.0 Rafter Length (HipNallev) -Side One: RL1= 12.0 Tributary Width Based on half span of rafters. Roof Live Load -Side Two: LL2= 50.0 Roof Dead Load -Side Two: DL2= 16.0 Rafter Length (HioNallev)-Side Two: RL2= 12.0 Tributary Width Based on half span of rafters. Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 Slope /Pitch Adjusted Lengths and Loads: Adiusted Beam Length: Ladi= 18.79 Beam Triangular Live Load Adjusted for Slope: TRL= 347 Beam Triangular Dead Load Adjusted for Slope: TRD= 148 Beam Uniform Dead Load Adiusted for Slope: wD_adj= 7 Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ev= 1600000 PS Fc oero= 650 PS Fb_cpr= 1200 PS Fb'= 2736 PS Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.15 CI =0.99 Fv': Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 9.394 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Sreg= 50.6 S= 75.0 Area= 21.8 A= 37.5 Imo= 317.6 I= 450.0 IN IN = L/374 IN = L/255 IN LB LB LB IN LB LB LB IN FT FT FT : 12 X DLD PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF Fv'= 219 PS M= 11529 FT -LB V= 3170 LB N3 N3 N2 N2 N4 N4 .a Combination Roof and Floor Beam( 97 Uniform Building By: JASON HILL , POGGEMEYER DESIGN GROUP, INC Protect: 00095 - Location: ROOF JOIST Summary: 1.5 IN x 13.25 IN x 12.0 FT / Stud - Hem -Fir - Dry Use Section Adequate By: 10.1% Controlling Factor: Section Modulus / Depth ' Stud grade not available in selected size Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load -Side One: Roof Dead Load -Side One: Roof Tributary Width -Side One: Roof Live Load -Side Two: Roof Dead Load -Side Two: Roof Tributary Width -Side Two: Roof Duration Factor: Floor Loading: Floor Live Load -Side One: Floor Dead Load -Side One: Floor Tributary Width -Side One: Floor Live Load -Side Two: Floor Dead Load -Side Two: Floor Tributary Width -Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: Stud- Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 6.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At Support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Code (91 NDS) 1 Ver: 5.02 on: 05 -07 -2001 : 3:45:04 PM Required 12.63 In DLD= LLD= TLD= LL -Rxn= DL -Rxn= TL -Rxn= BL= L= Lu= U L/ RLL1= RDL1= RTW1= RLL2= RDL2= RTW2= Cd -roof= FLL1= FDL1= FTW1= FLL2= FDL2= FTW2= Cd -floor= WALL= wL -roof= wD -roof= wL -floor= wD -floor= BSW= wL= wD= wT= wT -cont= Fb= Fv= E= Fcjerp= Fb'= Fv'= M= V= Srea= S= Areg= A= Irea= I= 0.06 0.13 0.19 600 260 860 1.42 12.0 0.0 360 240 50.0 PSF 16.0 PSF 1.0 FT 50.0 PSF 16.0 PSF 1.0 FT 1.15 40.0 PSF 15.0 PSF 0.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 0 PLF 100 PLF 38 PLF 0 PLF 0 PLF 5 PLF 100 PLF 38 PLF 143 PLF 143 PLF 675 PSI 75 PSI 1200000 PSI 405 PSI 776 PSI 86 PSI 2579 FT -LB 860 LB 39.9 N3 43.8 N3 15.0 N2 19.8 N2 97.2 N4 290.7 N4 IN IN = U1077 IN = U752 LB LB LB IN FT FT POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 8th Street South. Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 828 -4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C1 (23,24,27,28) Wall C1 (23 24,27 28) Wall Length = Total Wall Height = Wall Thickness = Concrete f'c = Pu = 1.8 KLF VU = 89.03 K Check for Shear Strength es(gn Wall Reiff ro cement) UBC 1921.6.5 Provided rebar bar #_ spacing= how many curtains= As provided = roe= Vn= (I) Vn= 13.00 ft 15.00 ft 8.00 in 4000 psi Pu = Mu= Vu = 30.9 kips(LC #1) 2057 kip -ft 137.1 kips Min reinf reqd = 0.0025 Horiz and Vert 1921.6.2.1 2Acv(fc) ^.5 = 158 kips Provide 1 Curtain of Reinf. 5 Aber= 0.31 in 12 in 1 0.310 in /foot of wall 0.00323 OK Wall self Weight= 19.5 kips Load Comb per UBC 1612.2: #1 (EQ 12 -5) 1.32D + 1.1E + 0.55L #2 (EQ 12 -6) 1.0D + 1.1E Acv = Acv(f c) ^.5 = Maximum spacing 18 Inches Hook reinf at ends of wall Pu = 23.4 kips(LC #2) 1248 in 79 kips 1921.6.2.2 399.7 kips (EQ 21 -6) hw /Iw= 1.15 It is also Acceptable to use EQ 21 -7 339.7 kips OK ( >Vu) page 1 of 3 1921.6.2.2 SA Concrete Shear Wall.xls POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827.5995 Fax: (425) 8284850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C1 (23,24,27,28 vk Check for Boundary Zone Requirements UBC 1921.6.6.4 Po = .85 f'c (Ag - Ast) + fy (Ast) = 4471 kips .35 Po = 1565 kips Wall is OK to take lateral loads 0.10 Ag (f c) = 499 kips >Pu (Symitrical walls only) MuNuL= 1.15 3Acv(fc) ^.5 = 236.8 >Vu Therefore: Boundary Zone Not Reqd. Length of Boundary Zone Reqd. Pu/Po= 0.0069 Length = 0.000 Iw interpolate 0.00 ft Min Length (0.15 Iw) = 2.0 ft Boundary Zone Length Regd. = 0.0 ft 0 in Boundry Zone Design —Not Applicable because No Boundry Zone is required UBC 1921.6.6.6 Lu= 10 = Unsupported length of compression Member (ft) Min width of BZ = 7.50 inches Effective flange per 1921. Hoop Spacing = hc 1= hc 2= (EQ 21 -10; Ash 1= (EQ 21 -10; Ash 2= 6 in Vert Bar # = 8 12 in = ctr to ctr of confining steel (lo • • ir) diameter = 1 in 4.5 in = center to center of confi g steel (perp to wall) 0.432 in (area of she reinf required perpendicular to hc 1) 0.162 in (area o . ear reinf required perpendicular to hc 2) Min Stirrup Spacing = 6 in ' oop Spacing OK Individual hoop length /width all be < 3.0, overlap adjacent hoops Cross -ties or overiappin t /widths at 12" max along the wall length Every other vert bar s • dl( be confined by a hoop or cross -tie BZ vert reinforcement - As= .005ABZ splices in vert reinf shall be confined by hoops at 4" oc page 2of 3 SA Concrete Shear Wall.xls POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 828.4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C1 (23,24,27,28) Flexural Design Pu = 23.4 (Load Comb #2) Mu from Seismic loads= 2056.593 ft -k Resisting Mu from Dead Load= 152 (Load Comb #2) Total Moment= 1904 ft -k b= 8 in Width of compression zone d= 144 in = L -BZ Bar # = 8 Number of bars = 4 UBC 1909.3.4.1 and 1921.6.6.1 Q,A As= 3.16 inA2 a= 7.831 in a= (AsFy +Pu) /.85F'cb Fy= 60 ksi Ft= 4 ksi 'I)Mn= 23904 in -kips 4Mn = .9AsFy(d -a /2) 1992 ft -kips Moment OK Margin = 0.05 BZ required? Boundary Zone Not Reqd. Width Required 7.50 Length Required 0 VnNu= 2.91 Mn/Mu= 1.16 OK- flexure controlls S.ummaty of Shear Wall and foundry .Zone Wall Thickness = 8 in Wall Steel Required = # 5 ----at 12 in o.c. Number of mats provided = 1 vertical bars - use 4 # 8 bars hoops at 6 in o.c. Ash 1= 0.432 in Ash 2= 0.162 in Hoop options 3.9 #3 1.5 #3 2.2 #4 0.8 #4 (perpendicular to wall length) (parallel to wall length) page 3d 3 SA Concrete Shear Wall.xis POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 828 -4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C2 (25,26) Wall C2 (25,26) Pu = Vu = Wall Length = Total Wall Height = Wall Thickness = Concrete fc = 1.8 KLF Provided rebar bar #_ spacing= how many curtains= As provided = roe= 70 K Q '1 13.00 ft 15.00 ft 8.00 in 4000 psi Pu = Mu = Vu = Munk for Shear, Strength (Design..Wall Reinforcement) UBC 1921.6.5 30.9 kips(LC #1) 1617 kip -ft 107.8 kips 5 Abar= 0.31 in 12 in 1 0.310 in /foot of wall 0.00323 OK Wall self Weight= 19.5 kips Load Comb per IJBC 1612.2: #1 (EQ 12 -5) 1.32D + 1.1E + 0.55L #2 (EQ 12 -6) 1.0D + 1.1E Acv = Acv(fc) ^.5 = Maximum spacing 18 inches Hook reinf at ends of wall 2Acv(fc) ^.5 = 158 kips Provide 1 Curtain of Relnf. page 1 of 3 Pu = 23.4 kips(LC #2) 1248 in 79 kips Min reinf reqd = 0.0025 Horiz and Vert 1921.6.2.1 1921.6.2.2 Vn= 399.7 kips (EQ 21 -6) hw /iw= 1.15 It is also Acceptable to use EQ 21 -7 Vn= 339.7 kips OK ( >Vu) 1921.6.2.2 SA Concrete Shear Wall.xls POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 8th Street South. Suite 202 Kirkland. WA 98034 (425) 827 -5995 Fax: (425) 828 -4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C2 (25,26) Check for Boundary Zone Requirements UBC 1921.6.6.4 Po = .85 fc (Ag - Ast) + fy (Ast) = 4471 kips .35 Po = 1565 kips Wall is OK to take lateral loads 0.10 Ag (fc) = 499 kips >Pu (Symitrical walls only) MuNuL= 1.15 3Acv(fc) ^.5 = 236,8 >Vu Min width of BZ = 7.50 inches Therefore: Boundary Zone Not Regd. Length of Boundary Zone Reqd. Pu /Po= 0.0069 Length = 0.000 Iw interpolate 0.00 ft Min Length (0.15 Iw) = 2.0 ft Boundary Zone Length Reqd. = 0.0 ft 0 in Boundrylone Design —Not Applicable because No Boundry Zonp ft req reui d UBC 1921.6.6.6 Lu= 10 = Unsupported length of compp[e Member (ft) Effecsiv6 flange per 1921.6.6.2 Hoop Spacing = 6 in Vert Bar # = 7 hc 1= 12 in = ctr to ctr of ccn ming steel (long dir) diameter = 0.875 in hc 2= 4.5 in = center to c5nter of confining steel (perp to wall) (EQ 21 -10; Ash 1= 0.432 in (area of shear reinf required perpendicular to hc 1) (EQ 21 -10; Ash 2= 0.162 in (area of shear reinf required perpendicular to hc 2) Min Stirrup Spacing = 5.25 6 Reduce Hoop Spacing Individual hoop length /width shall be < 3.0, overlap adjacent hoops Cross -ties or ov riapping hoops at 12" max along the wall length Every other v 6 bar shall be confined by a hoop or cross -tie BZ vert reinforcen)e t - min As= .005A - splices in vert reinf shall be confined by hoops at 4" oc page 2of 3 SA Concrete Shear Wall.xls POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 828 -4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C2 (25,26) I Flexural Design Pu = Mu from Seismic loads= Resisting Mu from Dead Load= Total Moment= b= 8 in Width of compression zone d= 144 in = L -BZ Bar # = 7 Number of bars = 4 UBC 1909.3.4.1 and 1921.6.6.1 Q11 23.4 (Load Comb #2) 1617 ft-k 152 (Load Comb #2) 1465 ft -k As= 2.40 4n02 a= 6.154 in a= (AsFy +Pu) /.85F'cb Fy= 60 ksi F'c= 4 ksi (Min= 18264 in -kips (1)Mn = .9AsFy(d -a /2) 1522 ft -kips Moment OK VnNu= 3.71 Mn /Mu= 1.15 OK- flexure controlls Summary of Shear Wal n l ounuryZone Wall Thickness = 8 in Wall Steel Required = # 5 —at 12 in o.c. Number of mats provided = 1 BZ required? Boundary Zone Not Reqd. Width Required 7.50 Length Required 0 vertical bars - use 4 # 7 bars hoops at 6 in o.c. Ash 1= 0.432 in Ash 2= 0.162 in Margin = 0.04 Hoop options' 3.9 #3 1.5 #3 2.2#4 0.8#4 (perpendicular to wall length) (parallel to wall length) page or 3 SA Concrete Shear Wall.xls POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 828-4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C3 (128) Wall C3 (128) Pu = Vu = Wall Length = Total Wall Height = Wall Thickness = Concrete f'c = 1.8 KLF 44.4 K 16.00 ft 15.00 ft 8.00 in 4000 psi Pu Mu = Vu = Check for * hear Strenot ADosign Wall Reinforcement) UBC 1921.6.6 Provided rebar bar #= spacing= how many curtains= As provided = roe= all 38.0 kips(LC #1) 1026 kip -ft 68.4 kips Wall self Weight= 24.0 kips Load Comb per UBC 1612.2: #1 (EQ 12 -5) 1.32D + 1.1E + 0.55L #2 (EQ 12 -6) 1.0D + 1.1E Acv = Acv(f c) ".5 = 1536 in 97 kips Min reinf reqd = 0.0015 Vertical 0.0025 Horizontal maximum spacing of 3t or 18 inches hook reinf at ends of wall not required 2Acv(fc) ".5 = 194 kips Provide 1 Curtain of Reinf. 5 Abar= 0.31 in 12 in 1 0.310 in /foot of wall 0.00323 OK page 1 of 3 Pu = 28.8 kips(LC #2) 1921.6.2.1 1921.6.2.2 Vn= 491.9 kips (EQ 21 -6) hwllw= 0.94 It is also Acceptable to use EQ 21 -7 Vn= 418.1 kips OK ( >Vu) 1921.6.2.2 SA Concrete Shear Wall.xls POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 828 -4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C3 (128) .o gal Check for Boundary Zone Requirements UBC 1921.6.6.4 Po = .85 f'c (Ag - Ast) + fy (Ast) = 5503 kips .35 Po = 1926 kips 0.10 Ag (f c) = 614 kips MuNuL= 0.94 3Acv(fc) ^.5 = 291.4 Wall is OK to take lateral loads >Pu (Symitrical walls only) >Vu page 2of 3 Z 1 W 00 co ci -i_ H c W W } V } g J LL 4 0.0069 Z Cy Z � O tit Min Length (0.15 1w) = 2.4 ft ? 0 Boundary Zone Length Reqd. = 0.0 ft 0 — Din O ! W W u_ O UBC 1921.6.6.6 Lu= 10 = Unsupported length of compression Mem • . (ft) j (Z) O F— Min width of BZ = 7.50 inches Effective flange • . 1921.6.6.2 8oundry ZoneDesign Therefore: Boundary Zone Not Regd. Length of Boundary Zone Reqd. Pu /Po= Length = 0.000 1w 0.00 ft —Not Applicable because No Boundry Zone is required Hoop Spacing = 6 in Vert Bar # = 7 hc 1= 12 in = ctr to ctr of confining s ::I (long dir) diameter = 0.875 in hc 2= 4.5 in = center to center o onfining steel (perp to wall) (EQ 21 -10; Ash 1= 0.432 in (area • hear reinf required perpendicular to hc 1) (EQ 21 -10; Ash 2= 0.162 in (ar . of shear reinf required perpendicular to hc 2) Min Stirrup Spacing = 5.25 in Reduce Hoop Spacing Individual hoop length /widt shall be < 3.0, overlap adjacent hoops Cross -ties or overlappin • oops at 12" max along the wall length Every other vert bar s . . II be confined by a hoop or cross -tie BZ vert reinforcement - mi ' s= .005A plices in vert reinf shall be confined by hoops at 4" oc interpolate SA Concrete Shear Wall.xls POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 8284850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wail C3 (128) .4 Flexural Design Pu = Mu from Seismic Toads= Resisting Mu from Dead Load= Total Moment= b= 8 in Width of compression zone d= 180 in = L -BZ Bar # = 7 Number of bars = 4 UBC 1909.3.4.1 and 1921.6.6.1 As 2.40 inA2 a= 6.353 in a= (AsFy +Pu) /.85F'cb Fy= 60 ksi F'c= 4 ksi (l)Mn= 22916 in -kips 'I)Mn = .9AsFy(d -a /2) 1910 ft -kips Moment OK Margin = 1.40 Wall Thickness = Wall Steel Required = # 5 Number of mats provided = 1 28.8 (Load Comb #2) 1025.64 ft -k 230 (Load Comb #2) 795 ft -k u II • • • I:: a . . 1 . :• . • I : BZ required? Boundary Zone Not Regd. Width Required 7.50 Length Required 0 VnNu= 7.19 Mn /Mu= 2.67 OK- flexure controlis 8 in --at 12 in o.c. vertical bars - use 4 # 7 bars hoops at 6 in o.c. Ash 1= 0.432 in Ash 2= 0.162 in Hoop options 3.9 #3 1.5 #3 2.2#4 0.8#4 (perpendicular to wall length) (parallel to wall length) page 3of 3 SA Concrete Shear Wall.xls POGGEMEYER DESIGN GROUP Consulting Engineers Made By: All Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827-5995 Fax: (425) 828-4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C4 (129) Wall C4 (129) Cha Pu = Vu = UBC 1921.6.5 Wall Length = Total Wall Height = Wall Thickness = Concrete fc = 1.8 KLF 81 Provided rebar bar #= spacing= how many curtains= As provided = r00= Vn= (I) Vn= 17.00 ft 15.00 It 8.00 in 4000 psi Pu Mu = Vu= :14 I I: • I • 40.4 kips(LC#1) 1871 kip-ft 124.7 kips Wall self Weight= 25.5 kips Load Comb per UBC 1612.2: #1 (EQ 12-5) 1.32D + 1.1E + 0.55L #2 (EQ 12-6) 1.0D + 1.1E Acv = Acv(fc)^.5 = Pu = 30.6 kips(LC#2) 1632 in 103 kips Min reinf reqd = 0.0025 Horiz and Vert 1921.6.2.1 5 Abar= 0.31 in 12 in 1 0.310 in of wall 0.00323 OK Maximum spacing 18 Inches Hook reinf at ends of wall 2Acv(fc)^.5 = 206 kips Provide 1 Curtain of Rein?. 1921.6.2.2 522.6 kips (EQ 21-6) hwilw= 0.88 It is also Acceptable to use EQ 21-7 444.2 kips OK (>Vu) page 1 of 3 1921.6.2.2 SA Concrete Shear Wall.xls z It 00 (/) to u„, Ui u j 0 tO 1 ui C.) 0 — Ca I- LI/ ai In. IL. ZS . Z al P POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C4 (129 Check for Boundary one Re uiremen 4 UBC 1921.6.6.4 Po = .85 f c (Ag - Ast) + fy (Ast) = 5847 kips .35 Po = 2046 kips Wall is OK to take lateral loads 0.10 Ag (f c) = 653 kips >Pu (Syrnitrical walls only) tn o W = J F- N LL W 0 } u P- W U 0 0 — 0 WW u. O .. Z U Min width of BZ = 7.50 inches Effective 11.- ge per 1921.6.6.2 Z Boundry Zone Design UBC 1921.6.6.6 Hoop Spacing = hc 1= hc 2= (EQ 21-10; Ash 1= (EQ 21 -10; Ash 2= Q MuNuL= 0.88 3Acv(fc) ".5 = 309.7 >Vu Therefore: Boundary Zone Not Regd. Length of Boundary Zone Reqd. Pu /Po= 0.0069 Min Stirrup Spacing = 5.25 in Reduce Hoop Spacing Individual hoop lengt idth shall be < 3.0, overlap adjacent hoops Cross -ties or over) • ping hoops at 12" max along the wail length Every other ve ar shall be confined by a hoop or cross -tie BZ vert reinforcem - min As= .005Aez - splices in vert reinf shall be confined by hoops at 4" oc Length = 0.000 1w interpolate 0.00 ft Min Length (0.15 1w) = 2.6 ft Boundary Zone Length Reqd. = 0.0 ft 0 in -Not Applicable because No Boundry Zone Is r • • red Lu= 10 = Unsupported length of compressi. ember (ft) 6 in Vert Bar # = 7 12 in = ctr to ctr of confi► g steel (long dir) diameter = 4.5 in = center to cer :r of confining steel (perp to wall) 0.432 in ( :a of shear reinf required perpendicular to hc 1) 0.162 in (area of shear reinf required perpendicular to hc 2) 0.875 in page 2of 3 SA Concrete Shear Wall.xls Z 0 0 POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 828-4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C4 (129) Fl exural Design Pu = Mu from Seismic loads= Resisting Mu from Dead Load= Total Moment= b= d= Bar # _ Number of bars = 8 192 7 4 UBC 1909.3.4.1 and 1921.6.6.1 vertical bars - use hoops at Ash 1= in Width of compression zone in 30.6 (Load Comb #2) 1871.1 ft -k 260 (Load Comb #2) 1611 ft -k = L -BZ As= 2.40 in "2 a= 6.419 in Fy= 60 ksi F'c= 4 ksi (l)Mn= 24467 in -kips 2039 ft -kips Summary of Shoar Wall and Boundry Zone Wall Thickness = 8 in Wall Steel Required = # 5 ----at 12 in o.c. Number of mats provided = 1 BZ required? Boundary Zone Not Reqd. Width Required 7.50 Length Required 0 4 6 in o.c. 0.432 in Hoop options 3.9 #3 2.2 #4 (perpendicular to wall length) Q VnNu= 4.19 Mn /Mu= 1.41 OK- flexure controlls 7 bars (PMn = .9AsFy(d -a /2) Moment OK Margin = 0.27 Ash 2= 0.162 in page 3ot 3 a= (AsFy +Pu) /.85F'cb 1.5 #3 0.8 #4 (parallel to wall length) SA Concrete Shear Wall.xls POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: _ Date: Sheet No.: 512 8th Street South, Suite 202 Kirkland, WA 98034 r (425) 827 -5995 Fax: (425) 828 -4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C5 (130) Wall C5 (130) Pu = Vu = Wait Length = Total Wall Height = Wall Thickness = Concrete rc = 1.8 KLF 64 K Check for Shear Strength (Design Wall Reinforcement) UBC 1921.6.5 Provided rebar bar #= spacing= how many curtains= As provided = roe= Vn= (I) Vn= 22.00 ft 15.00 ft 8.00 in 4000 psi Pu = Mu= Vu = Qtt 52.3 kips(LC #1) 1478 kip -ft 98.6 kips Wall self Weight= 33.0 kips Load Comb per UBC 1612.2: #1 (EQ 12 -5) 1.32D + 1.1E + 0.55L #2 (EQ 12 -6) 1.0D + 1.1E Acv = Acv(rc) ^.5 Min reinf reqd = 0.0015 Vertical 0.0025 Horizontal maximum spacing of 3t or 18 Inches hook reinf at ends of wall not required 2Acv(rc) 4 .5 = 267 kips Provide 1 Curtain of Reinf. 5 Abar= 0.31 in 12 in 1 0.310 in /foot of wall 0.00323 OK Pu = 39.6 kips(LC#2) 2112 in 134 kips 1921.6.2.1 1921.6.2.2 676.3 kips (EQ 21 -6) hw /Iw= 0.68 It is also Acceptable to use EQ 21 -7 574.9 kips OK ( >Vu) page 1 of 3 1921.6.2.2 SA Concrete Shear Wail.xls POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 828-4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C5 (130) page 2of 3 Check for Boundary Zone Requirements UBC 1921.6.6.4 Po = .85 fc (Ag - Ast) + fy (Ast) = 7567 kips .35 Po = 2648 kips Wall is OK to take lateral loads 0.10 Ag (fc) = 845 kips >Pu (Symitrical walls only) MuNuL= 0.68 3Acv(fc) ".5 = 400.7 >Vu UBC 1921.6.8.6 Min width of BZ = 7.50 inches Hoop Spacing = hc 1= he 2= (EQ 21 -10; Ash 1= (EQ 21 -10; Ash 2= Q �t Therefore: Boundary Zone Not Reqd. Length of Boundary Zone Regd. Pu /Po= 0.0069 Length = 0.000 iw 0.00 ft Min Length (0.15 Iw) = 3.3 ft Boundary Zone Length Regd. = 0.0 ft 0 in Boundry Zone Design —Not Applicable because No Boundry Zone is requir Lu= 10 = Unsupported length of compression Effective flan Min Stirrup Spacing = 5.25 • Reduce Hoop Spacing Individual hoop len• /width shall be < 3.0, overlap adjacent hoops Cross -ties or ov : apping hoops at 12" max along the wall length Every other : rt bar shall be confined by a hoop or cross -tie BZ veil reinfor ent - min As= .005A - splices in vert reinf shall be confined by hoops at 4" oc er 1921.6.6.2 interpolate er (ft) 6 in Vert Bar # = 7 12 In = ctr to ctr of confini teel (long dir) diameter = 0.875 in 4.5 In = center to cen of confining steel (perp to wall) 0.432 In .: a of shear reinf required perpendicular to hc 1) 0.162 In (area of shear reinf required perpendicular to hc 2) SA Concrete Shear Wall.xls POGGEMEYER DESIGN GROUP Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 828 -4850 Description: Shear Wall Design Job Name: FFC COMFORT SUITES Wall C5 (130) Flexural Design Pu = Mu from Seismic Toads= Resisting Mu from Dead Load= Total Moment= UBC 1909.3.4.1 and 1921.6.6.1 39.6 (Load Comb #2) 1478.4 ft -k 436 (Load Comb #2) 1043 ft -k b= 8 in Width of compression zone d= 252 in = L -BZ Bar # = 7 Number of bars = 4 As= 2.40 inA2 a= 6.750 in a= (AsFy +Pu) /.85F'cb Fy= 60 ksi F'c= 4 ksi (PMn= 32222 in -kips (l)Mn = .9AsFy(d -a /2) 2685 ft -kips Moment OK Margin = 1.57 BZ required? Boundary Zone Not Reqd. Width Required 7.50 Length Required 0 VnNu= 6.86 Mn /Mu= 2.86 OK- flexure controlis Summary of Shear Wail and Boundry Zone Wall Thickness = 8 in Wall Steel Required = # 5 —at 12 in o.c. Number of mats provided = 1 vertical bars - use 4 # 7 bars hoops at 6 in o.c. Ash 1= 0.432 in Ash 2= 0.162 in Hoop options' 3.9 #3 1.5 #3 2.2#4 0.8#4 (perpendicular to wall length) (parallel to wall length) page 3of 3 SA Concrete Shear Wall.xls POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (475) 828-4850 Made by Date '- Job No. (X ) c - \- Checked by Date Sheet No. Description a zO Job Name, jfJM 2-7 Fu%i . F of ZS' PSF I S F& DL = l' Psi- l -ST& 44 - . EAR' WALL._ t� L = I'i �F 39 F't = `74 pig DL r-c.. e = 6. y 2495F = 11,18 p iq iL 3 - 56.4 eJS Lz:FLR 1 O 28 P _t 3 = 84- p 4 epo?rov iHr t - 66 etl-c pay Nor Irf. • lip ?L4 11..= `13Z 9.. 35 }. see (- 238 p-t-1 2604- elf L1O Multi- Loaded Beamf AISC 9th Ed ASD 1 Ver: 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 04-30 -2001 : 1:24:12 PM Prolect: 00095 - Location: AT GRID B BETWEEN 12 & 14 (REV -1) Summary: A572 -50 W27x94 x 26.0 FT Section Adequate By: 8.7% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD- Center= 0.31 IN Live Load: LLD - Center= 0.26 IN = U1217 Total Load: TLD- Center= 0.56 IN = L/554 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 22776 LB Dead Load: DL- Rxn -A= 29519 LB Total Load: TL- Rxn -A= 52295 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.44 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 22776 LB Dead Load: DL- Rxn -B= 29519 LB Total Load: TL- Rxn -B= 52295 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 1.44 IN Beam Data: Center Span Length: L2= 26.0 FT Center Span Unbraced Length -Top of Beam: Lug -Top= 13.0 FT Center Span Unbraced Length- Bottom of Beam: Lu2- Bottom= 13.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wl -2= 732 PLF Dead Load: wD -2= 1241 PLF Beam Self Weight: BSW= 94 PLF Total Load: wT -2= 2067 PLF Point Load 1 Live Load: PL1 -2= 26520 LB Dead Load: PD1 -2= 0 LB Location (From left end of span): X1 -2= 13.0 FT Point Load 2 Live Load: PL2 -2= 0 LB Dead Load: PD2 -2= 24327 LB Location (From left end of span): X2-2= 13.0 FT Properties for: W27x94/A572 -50 Yield Stress: Fv= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 26.92 N Web Thickness: tw= 0.49 N Flange Width: bf= 9.99 N Flange Thickness: tf= 0.75 N Distance to Web Toe of Fillet: k= 1.44 N Moment of Inertia About X -X Axis: Ix= 3270.00 N4 Section Modulus About X -X Axis: Sx= 243.00 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 2.53 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 6.70 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 54.94 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 13.0 FT Limiting Unbraced Length for Fb= .66 "Fy: Lc= 8.95 FT Limiting Unbraced Length for Fb=.6*Fy w/ Cb: Lu= 9.52 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1 -6: F1 -6= 27.12 KSI Allowable fb per ASD Eqn F1 -7: F1 -7= 30.0 KSI Allowable fb per ASD Eqn F1 -8: F1 -8= 21.27 KSI Elastic Limit of ASD Eqn F1 -6: EL1 -6= 21.29 FT Allowable Bending Stress: Fb= 27.12 KSI Web Height to Thickness Ratio: h /tw= 51.9 Limiting Web Height to Thickness Ratio for Fv= .4 "Fy: h /tw- Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Nominal Moment Strength: Mr= 549200 FT -LB Controlling Moment: M= 505167 FT -LB 13.0 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength: Vr= 263816 LB Maximum Shear: V= 52295 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 .l Page: 2 Multi- Loaded Beamf AISC 9th Ed ASD 1 Ver: 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 04-30-2001 : 1:24:12 PM Project: 00095 - Location: AT GRID B BETWEEN 12 814 (REV -1) Moment of Inertia: Ireq= 1416.9 IN4 I= 3270.0 IN4 Q21 Multi- Loaded Beamf AISC 9th Ed ASD 1 Ver: 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 04-30 -2001 : 1:34:34 PM Project: 00095 - Location: AT GRID B CENTERED ON 8 Summary: A572 -50 W16x26 x 7.5 FT Section Adequate By: 674.6% Controlling Factor: Moment Center Span Deflections: Dead Load: DLD- Center- 0.01 IN Live Load: LLD - Center= 0.01 IN = U16424 Total Load: TLD- Center= 0.02 IN = L/5692 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 2520 LB Dead Load: DL- Rxn -A= 4751 LB Total Load: TL- Rxn -A= 7271 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 1.06 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 29040 LB Dead Load: DL- Rxn -B= 29078 LB Total Load: TL- Rxn -B= 58118 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 19.44 IN Beam Data: Center Span Length: L2= 7.5 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 3.75 FT Center Span Unbraced Length- Bottom of Beam: Lu2 - Bottom= 7.5 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL -2= 672 PLF Dead Load: wD-2= 1241 PLF Beam Self Weight: BSW= 26 PLF Total Load: wT -2= 1939 PLF t `° I. Point Load 1 "7 Live Load: PL1 -2= 28520 LB - Dead Load: PD1 -2= LB Location (From left end of span): X1 -2= 7.5`' FT Point Load 2 Live Load: PL2 -2= 0 LB Dead Load: PD2 -2= 24327 LB Location (From left end of span): X2 -2= 7,5 FT Properties for: W16x26/A572 -50 Yield Stress: Fv= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: d= 15.69 N Web Thickness: tw= 0.25 N Flange Width: bf= 5.50 N Flange Thickness: tf= 0.34 N Distance to Web Toe of Fillet: k= 1.06 N Moment of Inertia About X -X Axis: lx= 301.00 N4 Section Modulus About X -X Axis: Sr 38.40 N3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.36 N Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.97 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 62.76 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 3.75 FT Limiting Unbraced Length for Fb =.66 *Fy: Lc= 4.03 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h/tw= 60.0 Limiting Web Height to Thickness Ratio for Fv=.4 *Fy: h/tw- Limit= 53.74 Critical Web Stress Ratio: Cv= 1.0 Shear Buckling Coefficient: kv= 5.45 Allowable Shear Stress: Fv= 18.09 KSI Design Requirements Comparison: Nominal Moment Strength: Mr= 105600 FT -LB Controlling Moment: M= 13634 FT -LB 3.75 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength: Vr= 67836 LB Maximum Shear: V= 7271 LB At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Moment of Inertia: Ireq= 12.7 IN4 1= 301.0 1N4 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by ' Date 04 gd /(( got o( Job No ( 0� No. �(,�\ Checked by Date Description C.23 Job Name Fit S VWs W\OrLN 4 6 3" (a")zX Pa 5 2 1--- 52xLo ‘00L L-5 Ici t ZS' ?SF ? t9,1i't - VI. PU to rt q)0 P"i 4- (0 F 3y E -''- Ic p F (0 F a 2.4 -P X (0 > t(O PSF - (s) F E J Z52 T LL 1223 9L 1 eb It Lt._ 43Z1' OL 806 it LL 4 3 2- It- 000 t\ LL 1t--(L L 8 s ZS # Ft_ z_►' e44- Column( 97 Uniform Building Code (91 NDS) 1 Ver: 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 04-30 -2001 : 5:15:38 PM Project: 00095 - Location: COL SUPPORTING CORRID. HEADER /tit - A ,a-9 Summary: ( 2 ) 1.5 IN x 5.5 IN x 10.0 FT / Stud - Hem -Fir (North) - Dry Use Section Adequate By: 18.8% • Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Live: Vert- LL -Rxn= 4725 LB Dead: Vert- DL -Rxn= 2701 LB Total: Vert- TL -Rxn= 7426 LB Axial Loads: Uve Loads: PL= 4725 LB Dead Loads: PD= 2655 LB Column Self Weight: CSW= 46 LB Total Loads: PT= 7426 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd- Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X -X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 0.33 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dy= 3.00 IN Area: A= 16.50 IN2 Section Modulus (X -X Axis): Sx= 15.13 IN3 Section Modulus (Y -Y Axis): Sy= 8.25 IN3 Slenderness Ratio: Lex/dx= 21.82 Ley /dy= 1.3 Properties For. Stud- Hem -Fir (North) Compressive Stress: Fc= 925 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X -X Axis): Fbx= 775 PSI Bending Stress (Y -Y Axis): Fby= 775 PSI Adjusted Properties: Fc': Fc'= 555 PSI Adjustment Factors: Cd =1.00 Cp =0.60 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + 0) Compressive Stress: fc= 450 PSI Allowable Compressive Stress: Fc'= 555 PSI Column( 97 Uniform Building Code (91 NDS) 1 Ver: 5.02 By: JASON HILL , POGGEMEYER DESIGN GROUP, INC on: 04 -30 -2001 : 5:16:19 PM Protect: 00095 - Location: COL SUPPORTING CORRID. HEADER ZN° Summary: ( 3 ) 1.5 IN x 5.5 IN x 10.0 FT / Stud - Hem -Fir (North) - Dry Use Section Adequate By: 29.5% ' Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Live: Vert- LL -Rxn= 6525 LB Dead: Vert- DL -Rxn= 3156 LB Total: Vert- TL -Rxn= 9681 LB Axial Loads: Live Loads: PL= 6525 LB Dead Loads: PD= 3087 LB Column Self Weight: CSW= 69 LB Total Loads: PT= 9681 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= 0.00 IN Axial Duration Factor: Cd- Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X -X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 0.33 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dy= 4.50 IN Area: A= 24.75 IN2 Section Modulus (X -X Axis): Sx= 22.89 IN3 Section Modulus (Y -Y Axis): Sv= 18.56 IN3 Slenderness Ratio: Lex/dx= 21.82 Ley /dy= 0.9 Properties For: Stud- Hem -Fir (North) Compressive Stress: Fc= 925 PSI Modulus of Elasticity: E= 1400000 PSI Bending Stress (X -X Axis): Fbx= 775 PSI Bending Stress (Y -Y Axis): Fby= 775 PSI Adjusted Properties: Fc': Fc'= 555 PSI Adiustment Factors: Cd =1.00 Cp =0.60 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 391 PSI Allowable Compressive Stress: Fc'= 555 PSI 023 x<:�'t�fl t' 1 1 VE EFFECT] COLUMN LEND - 1- li +yl T . � ; t: y #,7:t k . tka :, :', �.,�'.f 11 ,,co 1x ; ` t r'•: ,'. t; i;'.� i , i,� 't i 1 4� 4 s y;`t ' �` S :, r ' tlyw,' % �. �, l�T• F{• .a d ' },+1 Vt *� , _f • i :J'. f;f..I ' tt ♦ • h1r• • -t / "j! , x '. 4 .1.1 . .c -.Yus 11;v ; il Y ..•' .l? 4..' , t' R1 i .A. ::, y)y /).�y4 y •t'.• ? : r)'7• A', • i.i�1:4 1. t aft 'r _� ;.. ti nv. y w 4.. Y . ` V �2 -r!74 rf « r te ' • _�t: Ys . : t f tii ., •. '.•,1.. , . •` •. :1��,�1•i r �,+ ,I;.r; >hyrxt�Y7.t QbiAl ' Iflt� s• ikr•n 1),Y4 1 is +rani, r r 1 •1� + • +; . 'u�zh ir . r r .• �t ' . -... `��• , 1 - . ' 0 , 1 it ;} 1u 7; %t �», �i. • i0d ;,w,.5' 1' t . 1� ) SX` • ,- ..,,.: 7 5 12 5 %: ,. .. i =1001(. . .. � i 6 15% . x 2 r 1 5% , ;;6''0" ';•0 ".•. . 1 x •8 i "� 10,598 8,740 7,270 11,202 9,143 7,553 11,551 9,375 7,716 15,897 13,111 10,905 16,804 13,715 11,330 17,326 14,063 11,574 21,196 17.481 14,539 22,405 18,287 15,106 23,101 18,751 15,432 33,300 30,016 26,655 36,685 32,551 28,499 38,743 34,041 29,565 35,540 37,998 39,420 '.9 0'.� r�. ,, ,; , 10'10,1,- ;%12",- : 6,115 5,20} 3,885 6,323 5,359 3,979 6,441 5,449 4,033 9,173 7,805 5,827 9,484 8,039 5,969 9,662 8,173 6,050 12,231 10,407 7,770 12,645 10,718 7,959 12,883 10,897 8,067 23,484 20,667 16,166 24,845 21,703 16,810 25,631 22,300 17,180 31,312 27,556 21,555 33,127 28,937 22,413 34,175 29,733 22,907 14''0 16',- 0•4. : ", ji •rr ,s,18'- 0 ily,; 3,003 3,064 3,099 4,504 4,596 4,649 6,005 6,129 (4,199 12,893.!,320 10,781 8,890 13,566 10,952 9,013 17,190 13,977 11,565 17,760 14,375 11,853 18,088 14,603 12,018 34,168 28,498 24,027 35,796 29,648 24,871 36,736 30,312 25,356 10,483 8,673 ; 20; -01 , 4zz;tol • N tj,1fr . 20* 7,286 7,447 7,540 9,715 9,930 10,053 20,481 17,638 15,333 21,118 18,131 15,722 21,484 18,413 15,944 OP d 4 i Y I ' • .u� V • X 23 ALLOWABLE AXIAL LOADS (LBS.) GENERAL NOTES • Table applies to solid, one -piece column members used in dry service conditions. • Loads shown have been adjusted to accommodate the worst case of the following eccentric conditions; 0.167 of column thickness (first dimension) or 0.167 of column width. • Loads are based on simple axial loaded columns using the design provisions of the National Design Specification' for Wood Construction (NDS ®), 1991 edition. For side loads or other combined bending and axial loads see provisions of NDS ®, 1991 edition. ' • Table assumes that the column h unbraced, except at the column ends and the effective column length is equal to the actual column length. 1 1.8E PARALLAM PSL ALLOWABLE DESIGN STRESSES (100% LOAD DURATION) Modulus of elasticity E 1.8 x 10 psi Flexural stress Fb = 2,400 psi( Compression parallel to grain F = 2,500 psi (1) For 12 -inch depth. For others, multiply by [-J" 02P ..) FFC COMFORT SUITES Location Load Type Unit Load Trib Width CORRIDOR WALL 4TH FLOOR 3RD FLOOR 2ND FLOOR PARTY WALL 4TH FLOOR 3RD FLOOR Roof DL 16 17 272 Wall DL 11.5 10.00 115 Total DL Live Load Total Load Floor DL Wall DL Total DL Live Load Total Load Floor DL Wall DL Total DL Live Load Total Load 1ST FLOOR Floor DL Wall DL Total DL Live Load Total Load Roof DL Wall DL Total DL Live Load Total Load Floor DL Wall DL Total DL Live Load Total Load 1ST FLOOR Floor DL Wall DL Total DL Live Load Total Load 387 Of 25 17 425 plf 812 plf 24 3 11.5 10 100 3 24 3 11.5 10 100 3 16 3 11.5 15 172.5 100 3 16 0 13.5 25 0 2ND FLOOR Floor DL 24 13 Wall DL 13.5 10 Total DL Live Load 40 13 Total Load 72.0 115.0 72.0 115.0 48.0 0 10.00 135 24 13 312 13.5 10 135.0 312 135.0 24 13 312 13.5 14 189.0 Wall Uniform Load Total Wall Load 187 Of 300 plf 487 plf 187 plf 300 Of 487 plf - 221 pf 300 pit 521 plf 135 plf 0 plf 135 plf 447 plf 40 13 520 pf 967 plf 447 pf 520 plf 967 plf 501 pit 40 13 520 plf 1021 Of Q24 387 plf 425 plf 812 plf 574 Of 725 Of 1299 plf 761 pf 1025 off 1786 pH 982 pif 1325 pit 2307 pH Ri tuNIPIMU 2x4 4 130 PI; II)"O'C 135 plf ,2)4(P Q !( D C ,,n 1i, ;w S'" o, c. p4 ty.a 582 pf e 1102 pif /b '< 2069 pf tbt! iz »' L' Zx4 zxQ 1530 plf e 1560 plf 3090 pit 4•&• $ Q. 4ar11 V,)G 26.(G,II; .C. 2)(6% VO. C. 1029 p11 x4 ZX I ; 2) 1040 pf e @ ti Poggemeyer Design Group, Inc. Made By JLH 4/30/01 Job No. 00095 Consul:.: E.:',ecrs Checked b Date Sheet No. 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828-4850 Description: Stud Capacities Job Name: FFC COMFORT SUITES w/ UBC Table 7 -B Footnote 19 4 Interior Walls Load on Wall = Duration = No.of studs 1 2 3 4 Exterior Walls Load on Wall Duration = No.of studs 1 2 3 4 LOAD CAPACITIES FOR STUD WALLS Wall Height = Stud Species = Fb = Fc = E_ Plate Species = Stud Size = Stud Spacing = 5.00 PSF 1.00 Plate Bearing 3341 6683 10024 13365 0.00 PSF 1.33 Plate Bearin 3341 6683 10024 13365 14.00 Ft Stud Bearin 1904 3808 5711 7615 Q 24 HEM -FIR STUD GRADE 0.675 ksi 0.800 ksi 1200 ksi HF 2x6 6 " o.c. Capacity Stud Bearing Lbs/Post Pif 1864 1864 3728 3728 3728 7456 5592 5592 11184 7456 7456 14913 Capacity Lbs/Post Pit 1904 3808 5711 7615 3808 7615 11423 15230 Poggemeyer Design Group, Inc. Made By JLH 4/30/01 Job No. 00095 Consulting Engineers Checked by Date Sheet No. 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Stud Capacities Job Name: FFC COMFORT SUITES w/ UBC Table 7 -B Footnote 19 I ..a Interior Walls Load on Wall Duration No.of studs 1 2 3 4 Exterior Walls Load on Wall 22 Duration a No.of studs 1 2 3 4 LOAD CAPACITIES FOR STUD WALLS Wall Height = 14.00 Ft Stud Species = Fb = Fc = E= Plate Species = Stud Size = Stud Spacing = = 5.00 PSF Ist 1.00 Plate Bearing 3341 6683 10024 13365 0.00 PSF 1.33 Plate Bearing 3341 6683 10024 13365 HEM -FIR STUD GRADE 0.675 ksi 0.800 ksi 1200 ksi HF 2x6 8 " o.c. Stud Bearing 1851 3703 5554 7405 Stud Bearing 1904 3807 5711 7615 Z4 Capacity Lbs/Post Pif 1851 2777 3703 5554 6554 8331 7405 11108 Capacity Lbs /Post Pit 1904 2856 3807 6711 5711 8567 7615 11422 Poggemeyer Design Group, Inc. Made By JLH 4/30/01 Job No. 00095 Consulting Engineers Checked by Date Sheet No. 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Stud Capacities Job Name: FFC COMFORT SUITES w/ UBC Table 7 -B Footnote 19 Interior Wails Load on Wall = Duration = Exterior Walls Load on Wall = Duration = LOAD CAPACITIES FOR STUD WALLS Wall Height = 10.00 Ft Stud Species = HEM -FIR STUD GRADE Fb = 0.675 ksi Fc = 0.800 ksi E = 1200 ksi Plate Species = HF Stud Size = 2x6 Stud Spacing = 8 " o.c. 5.00 PSF 1.00 No.of studs Plate Bearin Stud Bearin 1 3341 1880 2 6683 3759 3 10024 5639 4 13365 7518 0.00 PSF 1.33 No.of studs Plate Bearin Stud Bead 1 3341 1904 2 6683 3808 3 10024 5711 4 13365 7615 Capacity Lbs/Post Pif 1880 2819 3759 6639 5639 8458 7618 11277 Capacity Lbs/Post Pif 1904 3808 5711 7615 2856 5711 8567 11423 Poggemeycr Design Group, Inc. Made By JLH 4/30/01 Job No. 00095 Consulting Engineers Checked by Date No. 512 6th Street South, Suite 202 Kirkland, WA 98034 _Sheet (425) 827 -5995 Fax (425) 828 -4850 Description: Stud Capacities Job Name: FFC COMFORT SUITES w/ UBC Table 7 -B Footnote 19 Interior Walls Load on Wall = Duration = Exterior Walls Load on Wall = Duration = LOAD CAPACITIES FOR STUD WALLS Wall Height = 10.00 Ft Stud Species = HEM -FIR STUD GRADE Fb = 0.675 ksi Fc = 0.800 ksi E = 1200 ksi Plate Species = HF Stud Size = 2x6 Stud Spacing = 12 " o.c. 5.00 PSF 1.00 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Pif 1 3341 1868 1868 1868 2 6683 3735 3735 3735 3 10024 5603 5603 6603 4 13365 7471 7471 7471 0.00 PSF 1.33 Capacity No.of studs Plate Bearin ! Stud Bearin ! Lbs/Post Pif 1 3341 1904 1904 1904 2 6683 3808 3808 3808 3 10024 5711 5711 5711 4 13365 7615 7615 , 7615 C ?4 Poggemeyer Design Group, Inc. Made By JLH 4/30/01 Job No. 00095 . Consulting Engineers Checked by Date Sheet No. 512 6th Street South, Suite 202 Kirkland, WA 98034 425 827 -5995 Fax 425 828-4850 Descri tion: Stud Ca • . cities Job Name: FFC COMFORT SUITES w/ UBC Table 7-B Footnote 19 Interior Walls Load on Wall = Duration = Exterior Walls Load on Wall= Duration = J,OAD CAPACITIES FOR STUD WALLS Wall Height = 10.00 Ft Stud Species = HEM -FIR STUD GRADE Fb = 0.675 ksi Fc = 0.800 ksi E = 1200 ksi Plate Species = HF Stud Size = 2x6 Stud Spacing = 16 " o.c. 5.00 PSF 1.00 No.of studs Plate Bearin s Stud Bearin 1 3341 1856 2 6683 3712 3 10024 5569 4 13365 7425 Capacity Lbs /Post Plf 0.00 PSF 1.33 No.of studs Plate Bearin • Stud Bearin 1 3341 1904 2 6683 3808 3 10024 5711 4 13365 7615 1856 3712 5569 7425 1392 2784 4176 6569 Capacity Lbs /Post Plf 1904 3808 5711 7615 1428 2856 4283 5711 P emeyer Design Group, Inc. Made By JLH 4/30/01 Job No. 00095 Consulting Engineers Checked by Date No. 512 6th Street South, Suite 202 Kirkland, WA 98034 _Sheet (425) 827 -5995 Fax (425) 828 -4850 Description: Stud Capacities Job Name: FFC COMFORT SUITES w/ UBC Table 7 -B Footnote 19 Interior Walls Load on Wail ga Duration = LOAD CAPACITIES FOR STUD WALL Wall Height = 14.00 Ft Stud Species = HEM -FIR STUD GRADE Fb = 0.675 ksi Fc = 0.800 ksi E = 1200 ksi Plate Species = HF Stud Size = 2x4 Stud Spacing = 8 " o.c. 5.00 PSF 1.00 No.of studs Plate Bearin Stud Bearin 1 2126 1162 2 4253 2324 3 6379 3486 4 8505 4647 Exterior Walls Load on Wall Duration = 0.00 PSF 1.33 - `T Capacity Lbs/Post Pif 1162 2324 3486 4647 1743 3486 5228 6971 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 2126 1227 1227 1841 2 4253 2455 2455 3682 3 6379 3682 3682 5524 4 8505 4910 4910 7365 Poggern yer Design Group, Inc. Made By JLH 4/30/01 Job No. 00095 Consulting Engineers Checked by Date Sheet No. 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Stud Capacities Job Name: FFC COMFORT SUITES w/ UBC Table 7 -B Footnote 19 .! Interior Walls Load on WaII = Duration is Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Pif 1 2126 1178 1178 1178 2 4253 2356 2356 2356 3 6379 3534 3534 3534 4 8505 4712 4712 4712 Exterior Walls Load on Wall = Duration = LOAD CAPACITIES FOR STUD WALLS Wall Height = 10.00 Ft Stud Species = HEM -FIR STUD GRADE Fb = 0.675 ksi Fc = 0.800 ksi E = 1200 ksi Plate Species = HF Stud Size = 2x.4 Stud Spacing = 12 " o.c. 5.00 PSF 1.00 0.00 PSF 1.33 Q 2.4 Capacity No.of studs Plate Bearing Stud Bearing Lbs/Post Plf 1 2126 1227 1227 1227 2 4253 2455 2455 2455 3 6379 3682 3682 3682 4 8505 4910 4910 4910 Poggemeyer Design Group, Inc. Made By JLH 4/30/01 Job No. 00095 Consulting Engineers Checked by Date Sheet No. 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax (425) 828 -4850 Description: Stud Capacities Job Name: FFC COMFORT SUITES w/ UBC Table 7 -B Footnote 19 „J 024 Interior Walls Load on Wall = Duration - Exterior Walls Load on Wall . Duration = LOAD CAPACITIES FOR STUD WALLS Wall Height = 10.00 Ft Stud Species = HEM -FIR STUD GRADE Fb = 0.675 ksi Fc = 0.800 ksi E = 1200 ksi Plate Species = HF Stud Size = 2x4 Stud Spacing = 16 " o.c. 5.00 PSF 1.00 No.of studs Plate Bearing,_ Stud Bearing 1 2126 1163 2 4253 2326 3 6379 3490 4 8505 4653 0.00 PSF 1.33 No.of studs Plate Bearin ! Stud Bearin 1 2126 1227 2 4253 2455 3 6379 3682 4 8505 4910 Capacity Lbs/Post PIf 1163 872 2326 1745 3490 2617 4653 3490 Capacity Lbs/Post Pif 1227 2455 3682 4910 921 1841 2762 3682 POGGEMEYER DESIGN GROUP, INC. Consulting Engineers Made By: JLH Date: 5/7/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827.5995 Fax (425) 828 -4850 Description: Seismic Lateral Forces Job Name: FFC COMFORT SUITES PORTE COCHERE Simplified Design Base Shear Design Base Shear Design Base Shear Min Q2g Seismic Zone = 3 Soil Type = S R Factor = 2.2 Siesmic Source Type = na Distance to Fault (km) = na Importance Factor = 1.00 Building Period Coefficient, C = 0.02 V = 3.0'Ca /R"W Section 1630.2.3.2 V = Cvl /(R•T)'W Section 1630.2.1 V = 0.11•Ca•1'W V• = 0.8'Z'Nv'I /R'W Section 1630.2.1 Design Base Shear Max V = 0.4909 W V = 11.3515 W V = 0.0396 W V = 2.5'Ca'1 /R'W V = 0.4091 W CONTROLS Section 1630.2.1 Length (ft) Height (ft) Weight (psf) Weight (kips) Roof: 41 30 21 25.83 Ext Wall: 1 1 1 0.00 Int Wail: 1 1 1 0.00 Total Weight, W = 25.83 Kips V = 10.57 Kips Total Length of Shear Walls (N /S Direction) = 1.00 ft Total Length of Shear Walls (EMI Direction) = 1.00 ft Ground Floor Area of Building = 1 ft V = pV /1.4 V = 7.55 Kips V, = 7.55 Kips Section: 1630.1.1 & 1612.3.1 Loads: BLC 1, seismic etw Solution: LC 1, seismic env Reaction units are K and K-ft Poggemeyer Design Group, Inc. Jason hill 127 FFC COMFORT SUITES May 7, 2001 1:21 PM PORTE COCHERE R FACTOR OF 2.2.r2d NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor (ASIF) 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% M1 N1 N2 0 SEC2 0 14 0 N3 18 14 M2 N4 N3 0 SEC2 14 M3 N2 N3 SEC2 18 N1 0 0 0 N2 0 14 0 N3 18 14 0 N4 18 0 0 N1 Reaction Reaction Reaction N4 Reaction Reaction Reaction SEC 1 W12X45 0.000 0.000 SEC2 W12X40 46 1.847 SECS 0.000 0.000 Total Weights : 1.847 I Company Designer Job Number Global Steel Design / NDS Parameters Member Section Length Label Set M1 M2 M3 Section Set Joint Coordinates Joint Label Member Data Bounda Conditions Joint Label Poggemeyer Design Group, Inc. Jason hill FFC COMFORT SUITES SEC2 SEC2 SEC2 Database Shape Member Label I Joint J Joint X Translation ( K/in ) X Coordinate ( (Ft) 14 14 18 Lb out le out (Ft) Rotate decrees Y Translation ( K/in ) a Z Total Length (Ft) Y Coordinate (Ft) Section Set Rotation K- fUradl Lb in L_comp Cb Sway le in le bend K out K in CH Cm B out in (Ft) (Ft) F End Releases I -End J -End AVM AVM 1. 1. Total Weight (K) 1 Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (Ksi) (Ksi) Ratio (per 10 ^5 F) (K/103) (Ksi) [ STL 1 29000 [ 11154 I .3 I .65 (_49 I 36 Material Takeoff LC 1 : seismic a /wr May 7, 2001 1:20 PM Checked By: Joint Temperature End Offsets Inactive Member I -End J -End Code Length ( (In) (Ft) J RISA -2D Version 5.1a [C: \00095 FAMILY FUN CENTER STRUCTURAL \PORTE COCHERE R FACTOFF e212.r2d] N3 L X - 3. N2 1. L Y -6.21 N3 L Y -6.21 N2 L X -3.775 N2 L X , -3.775 N2 L Y -10.35 N3 L X -3.775 N3 L Y -10.35 N1 4.984 12.734 - 36.686 N4 2.566 7.966 • - 26.105 Reaction Totals : 7.55 20.7 12.734 M1 1 12.734 -4.984 - 36.686 2 12.734 -4.984 - 19.243 3 12.734 -4.984 -1.801 4 12.734 -4.984 15.642 5 12.734 -4.984 33.084 M2 1 7.966 -2.566 - 26.105 2 7.966 -2.566 - 17.122 3 7.966 -2.566 -8.14 4 7.966 -2.566 0.842 5 7.966 -2.566 9.825 Company Designer Job Number Joint Loads /Enforced Displacements, Category : None, BLC 1 : seismic e/w Joint Loads /Enforced Dis • lacements Cate • o • None BLC 2 : seismic n/s Basic Load Case Data BLC No. 1 Joint Label Joint Label Basic Load Case Description seismic e/w seismic n/s Load Combinations Num Poggemeyer Design Group, Inc. Jason hill FFC COMFORT SUITES (LJoad or [Woad or D Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor seismic e/w Y II l ' 1 1 2 I seismic n/s j I y I I I 1 2 1 1 Reactions LC 1 : seismic e/w Joint Label X Force Member Label Section K Category Code None None Axial (K) 1 1 Y Force (K) Member Section Forces LC 1 : seismic e/w Q Z� Direction Direction Category Description Moment (K -ft) Center of Gravity Coords (X,Y) (Ft) : 9 14 J Shear (K) Moment (K -ft �� Magnitude Magnitude Gravity Load Type Totals X Y Nodal Point Dist. 4 4 2 May 7, 2001 1:20 PM Checked By: RISA -2D Version 5.1a [C: \00095 FAMILY FUN CENTER STRUCTURAL \PORTE COCHERE R FACTO9 e282 r2d] M1 0.332 0 0.088 0 19.421 28.793 28.793 H1-2 M2 0.233 0 0.046 0 19.421 28.793 28.793 H1 -2 M3 0.303 0 0.116 0 15.246 28.793 25.569 H1-2 M3 N2 N3 Y -4.14 6 M3 N2 N3 Y -4.14 12 I M3 1 1.209 6.524 33.084 -8.478 2 1.209 6.524 3.727 4.447 3 1.209 2.384 -13.21 0.416 4 1.209 -1.756 - 17.728 -3.615 5 1.209 -1.756 -9.825 M1 1 1.079 -1.698 8.478 -8.478 2 1.079 -1.698 4.447 -4.447 3 1.079 -1.698 0.416 -0.416 4 1.079 -1.698 -3.615 3.615 5 1.079 -1.698 -7.646 7.646 M2 1 0.675 -0.874 6.033 -6.033 2 0.675 -0.874 3.957 -3.957 3 0.675 -0.874 1.881 -1.881 4 0.675 -0.874 -0.195 0.195 5 0.675 -0.874 -2.271 2.271 M3 1 0.102 2.223 -7.646 7.646 2 0.102 2.223 -0.861 0.861 3 0.102 0.812 3.053 -3.053 4 0.102 -0.598 4.097 -4.097 5 0.102 -0.598 2.271 -2.271 4 .1 w.� Company : Poggemeyer Design Group, Inc. Designer : Jason hill Job Number : FFC COMFORT SUITES Member Section Forces LC 1 : seismic e/w continued Member Label Member Label Section I Joint Member Label Section Axial Ksi Member Stresses LC 1 : seismic e/w Member Label Code Chk Axial (Kl Ksi Shear (K1 628 J Joint Moment IK_nl Shear Bending top Bending bot Ksi Member Point Loads Cate • o • None BLC 1 : seismic e/w Member AISC ASD 9th Code Checks LC I : seismic e/w Direction Magnitude /K K.nl May 7, 2001 1:20 PM Checked By: Location Loc Shear Chk Loc ( ( l Ft Fa Ksi Ft Csi Fb ASD Eqn. RISA -2D Version 5.1a [C:100095 FAMILY FUN CENTER STRUCTURALIPORTE COCHERE R FACTOR° .r2d1 Loads: BLC 2. seismic Ns Solution: LC 2. seismic Ns Reaction units are K and K-ft 12 Poggemeyer Design Group, Inc. Jason hill FFC COMFORT SUITES May 8, 2001 2:42 PM PORTE COCHERE R FACTOR OF 2.2.r2d NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor (SIF) 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% M1 N1 N2 90 SEC2 0 14 0 N3 30 14 M2 N4 N3 90 SEC2 14 M3 N2 N3 SEC2 30 N1 0 0 0 N2 0 14 0 N3 30 14 0 N4 30 0 0 ) N1 Reaction Reaction Reaction N4 Reaction Reaction Reaction SEC1 W12X45 0.000 0.000 SEC2 W12X40 58 2.329 SECS W12X26 0.000 0.000 Total Weights : 2.329 . • Company Designer Job Number Global Steel Desi• n I NDS Parameters Member Label M1 M2 M3 Section Set Joint Label Member Data Member Label Joint Label Poggemeyer Design Group, Inc. 66 1 2 -e e Jason hill FFC COMFORT SUITES Section Set SEC2 SEC2 SEC2 Materials (General) Joint Coordinates Bounda Conditions X Translation (K/in Length (Ft) 14 14 30 Material Takeoff LC 2 : seismic n/s Database Shape Material Label Young's Modulus Ksi L STL 29000 X Coordinate Lb out le out (Ft) Lb in le in (Ft) Total Length ( Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress Ksi Ratio •er 10A5 F K/ftA3 Ksi 11154 .3 .65 .49 Y Coordinate (Ftl L_comp le bend (Fl) 1. 1. Total Weight (K) F K out Kin Joint Temperature 1. 1. I Joint J Joint Rotate Y Translation (Win) Section Set Rotation IK- ft/radl End Releases I -End J -End AVM AVM CH May 8, 2001 2:45 PM Checked By: Cm Cb Sway B out in 36 End Offsets Inactive Member I -End J -End Code Length In (In) (Ft) RISA -2D Version 5.1a [C: \00095 FAMILY FUN CENTER STRUCTURAL \PORTE COCHERE R FACTOR'e212.r2d] SEC1 W12X45 0.000 0.000 SEC2 W12X40 58 2.329 SECS W12X26 0.000 0.000 Total Weights : 2.329 . • Company Designer Job Number Global Steel Desi• n I NDS Parameters Member Label M1 M2 M3 Section Set Joint Label Member Data Member Label Joint Label Poggemeyer Design Group, Inc. 66 1 2 -e e Jason hill FFC COMFORT SUITES Section Set SEC2 SEC2 SEC2 Materials (General) Joint Coordinates Bounda Conditions X Translation (K/in Length (Ft) 14 14 30 Material Takeoff LC 2 : seismic n/s Database Shape Material Label Young's Modulus Ksi L STL 29000 X Coordinate Lb out le out (Ft) Lb in le in (Ft) Total Length ( Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress Ksi Ratio •er 10A5 F K/ftA3 Ksi 11154 .3 .65 .49 Y Coordinate (Ftl L_comp le bend (Fl) 1. 1. Total Weight (K) F K out Kin Joint Temperature 1. 1. I Joint J Joint Rotate Y Translation (Win) Section Set Rotation IK- ft/radl End Releases I -End J -End AVM AVM CH May 8, 2001 2:45 PM Checked By: Cm Cb Sway B out in 36 End Offsets Inactive Member I -End J -End Code Length In (In) (Ft) RISA -2D Version 5.1a [C: \00095 FAMILY FUN CENTER STRUCTURAL \PORTE COCHERE R FACTOR'e212.r2d] . • Company Designer Job Number Global Steel Desi• n I NDS Parameters Member Label M1 M2 M3 Section Set Joint Label Member Data Member Label Joint Label Poggemeyer Design Group, Inc. 66 1 2 -e e Jason hill FFC COMFORT SUITES Section Set SEC2 SEC2 SEC2 Materials (General) Joint Coordinates Bounda Conditions X Translation (K/in Length (Ft) 14 14 30 Material Takeoff LC 2 : seismic n/s Database Shape Material Label Young's Modulus Ksi L STL 29000 X Coordinate Lb out le out (Ft) Lb in le in (Ft) Total Length ( Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress Ksi Ratio •er 10A5 F K/ftA3 Ksi 11154 .3 .65 .49 Y Coordinate (Ftl L_comp le bend (Fl) 1. 1. Total Weight (K) F K out Kin Joint Temperature 1. 1. I Joint J Joint Rotate Y Translation (Win) Section Set Rotation IK- ft/radl End Releases I -End J -End AVM AVM CH May 8, 2001 2:45 PM Checked By: Cm Cb Sway B out in 36 End Offsets Inactive Member I -End J -End Code Length In (In) (Ft) RISA -2D Version 5.1a [C: \00095 FAMILY FUN CENTER STRUCTURAL \PORTE COCHERE R FACTOR'e212.r2d] N3 L X -3.775 N2 L Y -6.21 N3 L Y -6.21 N2 L X -3.775 N2 L X -3.775 N2 L Y -10.35 N3 L X -3.775 N3 L Y -10.35 M3 N2 N3 Y -4.14 6 M3 N2 N3 Y -4.14 12 N1 3.775 12.024 - 27.736 . . ' N4 3.775 8.676 - 27.736 Reaction Totals : 7.55 20.7 3 M1 1 12.024 -3.775 - 27.736 2 12.024 -3.775 - 14.524 3 12.024 -3.775 -1.311 Company Designer Job Number Joint Loads /Enforced Dis • lacements Cafe • o : None BLC 1 : seismic e/w Joint Label Joint Loads /Enforced Dis • lacements Cate • o : None BLC 2 • seismic n/s BLC No. 1 2 Joint Label Member Label Basic Load Case Data Basic Load Case Description seismic e/w seismic n/s Load Combinations Num I I I Poggemeyer Design Group, Inc. Jason hill FFC COMFORT SUITES Description seismic e/w seismic n/s [L[oad or Dlisplacement [goad or Dlisplacement I Joint Reactions, LC 2_seismic n/s Joint Label X Force K Category Code None None Env WS PD SRSS CD l I fT Y Force (K) Center of Gravity Coords (X,Y) (Ft) : 15 Member Section Forces, LC 2 : seismic n/s Member Label Section Axial K Direction Direction Member Point Loads Cate • o : None BLC 1 : seismic e/w J Joint kze Category Description Magnitude K. K -ft. In. rad Magnitude K. K -ft. In. rad Direction Gravity X Y 4 Shear (K) BLC Factor Moment ( - 14 Moment (K -ft BLC Factor Magnitude (K. K -ft) Load Type Totals Nodal Point Dist. 4 2 BLC May 8, 2001 2:45 PM Checked By: Factor Location lFtor % BLC Factor 2 1 1 RISA -2D Version 5.1a [C: \00095 FAMILY FUN CENTER STRUCTURAL \PORTE COCHERE R FACTOR r2d] 4 12.024 -3.775 11.901 5 12.024 -3.775 25.114 1 8.676 -3.775 - 27.736 2 8.676 -3.775 - 14.524 3 8.676 -3.775 -1.311 4 8.676 -3.775 11.901 5 8.676 -3.775 25.114 1 0 1.674 25.114 2 0 1.674 12.557 3 0 1.674 0 4 0 1.674 - 12.557 5 0 1.674 - 25.114 M1 0.875 ‘0 0.029 0 19.421 28.793 35.991 H1 -2 . -.M2 ' 0.865 0 0.029 0 19.421 28.793 35.991 H1-2 M3 0.378 0 0.03 0 5.74 28.793 15.342 H1-2 I M1 1 1.019 -0.549 30.208 - 30.208 2 1.019 -0.549 15.818 - 15.818 3 1.019 -0.549 1.428 -1.428 4 1.019 -0.549 - 12.962 12.962 5 1.019 -0.549 - 27.352 27.352 M2 1 0.735 -0.549 30.208 - 30.208 2 0.735 -0.549 15.818 - 15.818 3 0.735 -0.549 1.428 -1.428 4 0.735 -0.549 - 12.962 12.962 5 0.735 -0.549 - 27.352 27.352 M3 _ 1 0 0.57 -5.804 5.804 2 0 0.57 -2.902 2.902 3 0 0.57 0 0 4 0 0.57 2.902 -2.902 5 0 0.57 5.804 -5.804 Member Section Forces LC 2 : seismic n/s (continued) Member Label Section Axial Shear Moment Company : Poggemeyer Design Group, Inc. Designer : Jason hill Job Number : FFC COMFORT SUITES M2 M3 Member Stresses LC 2 : seismic n/s Member Label Section Axial (Ksi) K) (K) ( - ft Shear ( Ksi ) Member AISC ASD 9th Code Checks. LC 2 : seismic n/s man s Member Label Code Chk Loc Shear Chk Loc (Ft) 6 is Bending top Bending bot Ksi) (Ksi Fa RISA -2D Version 5.1a [C:100095 FAMILY FUN CENTER STRUCTURAL\PORTE COCHERE R FACTOI e232.r2d] Ft May 8, 2001 2:45 PM Checked By: Fb Ksi ASD Eqn. POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • Fax (4251 828 -4850 Made by Date 6Sib 1 Job No. L,\ Checked by Date Sheet No Description Job Na e F- F( ComFO SU∎ AZe t = 20 : -2- TOTAL, di_ = ICl PSF 1/2bSPt z t- 1 \ Doo \ = 3 0?-$0 F = 4 0 ,? C - y' 4- IA.)? \-): 2. u (, £ 32 0 104' 30 ,Ktns = 43.2- h'Ps. r h N\)1 1` ft 'A =- 15 rE Cik 6.%L &? t 2�� (PP 3 l I -1 - 2.s N-6.3u� i3O ( i + S(±)) 3 t '' TESL tZ YI MS 2 ' C S C(2z) ,c& i. Q AZT MDR I-4W44 POGGEMEYER DESIGN GROUP CONSUWNG ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 328 -4850 Made by 0 )tSki 1a l Job N � OOQ� t0 Checked by Date Sheet No Description Job Name F rG FUR- . cu L S . --- ))/-4"Z 4 ?)uz,w,t f . �-' pp aria, T 611.p , Usc- /Go A) '4 i31" '1 / 41L • 5i7v7 le -& ° 36 Fr frt., = (0 AM 1 L-5 /I LUIS) picket 5(2tCi, j RUraS /balur-iLs. 07;4e_ epipoltelis - / / // /Ls - 21 I ZU }' /6, �Dd $ $ p J4iLS N& 1)t4O 86.P A4 z e Y.:X l L!:Cf0 6r/t11j Q7Git), 70 GOF. 1,4- + free ) 1 /4 ,/ = /-t. C . t4 - 4L'3,41.44.1ipt_ 4.J _ xi/as. ase r4 e e 443)(4, , ►yr ��2�l Ark) L, 7 e RenAA a/ - i('d Z. 4 2 5;c 0 1 - 1 ) /11/6 5 avv`� to x t u\ -� v SO p� Wall 1 E/W DIR Made By: JLH Wall 2 ENV DIR Job No.: 00095 Checked by: Wall Length = 4.00 ft Wall Length = 4.00 ft Lateral Force = 3.60 Kips Lateral Force = 3.60 Kips Wall Height = 12 ft Wall Height = 12 ft Wall Dead Load = 338 plf Wall Dead Load = 368 plf V = 900 plf V = 900 pif HD = 11.65 Kips HD = 11.59 Kips Wall 3 EMI DIR /MIA E/W DIR Wall Length = 4.00 ft Wall Length = 4.00 ft Lateral Force = 3.60 Kips Lateral Force = 3.60 Kips Wall Height = 12 ft Wall Height = 12 ft Wall Dead Load = 368 plf Wall Dead Load = 368 plf V = 900 plf V = 900 plf HD = 11.59 Kips HD = 11.59 Kips Wall 5 E/W DIR Wall 6 EMI DIR Wall Length = 4.00 ft Wall Length = 0.00 ft Lateral Force = 3.60 Kips Lateral Force = 0.00 Kips Wall Height = 12 ft Wall Height = 0 ft Wall Dead Load = 336 plf Wall Dead Load = 0 plf V = 900 plf V = #DIV /01 plf HD = 11.65 Kips HD = 0.00 Kips POGGEMEYER DESIGN GROUP, INC. Consulting Engineers Made By: JLH Date: 5/9/01 Job No.: 00095 Checked by: Date: Sheet No.: 512 8th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 828-4850 Description: SHEAR WALL E/W DIRECTION Job Name: COMFORT SUITES POOL ROOM L DL HD V = P/L HD = (P'H- .9'DL -0.5) • POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • fax (425) 828 -4850 Made by D O I j 29 fn1 Job No. 000 J�� Checked by Date Sheet No. 5 Description 6 Job Name =FC. ('' MR, T P %TbS 58G WALL /53'5, 6Notie! K6 Ps • /Va/ /8•/ �S /ID /8.13 12. iz3 /ele z -72.44g I ; IN ALL AiO. S K‘? S 10`1 108 . l6r3 12.8 Igr9 i2 1 //,9_" 726“ S�F�2 t '7Z.ln00% 1 58(0/24' (zF% *-/#0064i7 _ Cv9GP'% )41-1A44131-6" Uu ezQzlk 430A H g0 _ 7 2 f .. *r , Q 40 w / & 2 " / " 7-- 464-/-n-ei / Ziyu S 6 /1 / i^ w lob 1k Jl3 3 " lb 5-tcheerea AT Dirap►31P Iv\ moAQie S AtR Ugt✓ 2311 - }4 ALL o n-t*K PlAkeL t OL & S P12.6 lO ZG 4t `D• C • PA-10 Aid' '1)1ANt Se 6: %AAS. Ygi • =i Page 9 (Grid 12) 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon 9.2 T E N D O N TYPE X1 /L 1 2 1 2 .100 2 2 .100 3 2 .100 4 2 .100 P R O F I L E X2 /L X3 /L 3 4 .500 .100 .500 .100 .500 .100 .500 .100 9.3 - SELECTED POST - TENSIONING FORCES AND TENDON DRAPE aa==== aaaa aa= a= a===== aa=aa===== a======aaa aaa===s u= a = = = =an == = ===a =a==a =a = = = ===a ==a Tendon editing mode selected: FORCE SELECTION FORCE SPAN (k /-) - 1 2 1 321.600 2 321.600 3 321.600 4 321.600 Approximate weight of strand SELECTED VALUES > <- DISTANCE OF CGS (in) -> Left Center Right 3 4 5 - 5.00 -7.75 -3.50 - 3.50 -7.75 -3.50 -3.50 -5.25 -3.50 - 3.50 -7.75 -5.00 A/ L 5 .000 .000 .000 .000 ADAPT -PT V- 6.08 ACI <- CALCULATED VALUES -> P/A Wbal (psi) (k / - ) 6 7 206.15 2.531 206.15 2.995 206.15 3.002 206.15 2.232 505.3 LB 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) Page 10 <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT -1 2 3 4 5 6 7 - -- 1 .00 82.33 .00 195.00 195.00 279.00 2 .00 .36 .00 279.00 195.00 279.00 3 .00 .00 .00 279.00 195.00 279.00 4 .00 207.85 .00 279.00 195.00 195.00 Note: * = face -of- support (Grid 12) ADAPT -PT V- 6.08 ACI 9.6 SERVICE S T R E S S E S (psi) (tension shown positive) LEFT* R I G H T * TOP BOTTOM TOP BOTTOM max -T max -C max -T max -C max -T max -C max -T max -C -1 2 3 4 5 6 7 -8 9 - 1 - 228.15 - 287.93 - 135.34 - 347.18 2 - 129.86 - 326.23 - 261.01 64.79 - 118.28 3 - 264.61 71.23 -96.18 - 179.44 - 262.34 4 - 160.36 - 332.10 - 172.17 - 358.18 Note: * = face -of- support C E N T E R TOP BOTTOM max -T max -C max -T max -C -1 2 3 4 5 1 - 532.84 120.54 - 174.74 2 - 415.18 2.87 - 271.15 3 90.17 - 198.31 - 502.48 4 - 681.06 268.75 -61.54 9.7 POST- TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) - -> SPAN left* midspan right* SH(1) SH(r) - 1 2 3 4 5 6 1 16.53 -43.78 180.33 -1.51 -1.51 r,-1 ; n Page 11 (Grid 12) ADAPT -PT V- 6.08 ACI 2 179.75 -46.73 148.25 1.75 1.75 3 135.92 -1.69 148.17 -1.11 -1.11 4 163.00 -50.59 20.27 .30 .30 Note: * = face -of- support < -- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> -joint 2 Lower columns Upper columns 1 1.508 15.400 .000 2 -3.255 -.429 .000 3 2.861 - 11.875 .000 4 -1.412 14.200 .000 5 .299 - 20.042 .000 10 -FACTORED M O M E N T S & R E A C T I O N S ==================== es======= = === = =a = == = = == = =n7= == = = == = = = = == ==Mesa == = ===== = = = = =_ Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min - 1 2 3 4 5 6 7 1 -37.04 1.48 205.34 96.58 - 387.25 - 228.74 2 - 371.11 - 233.99 168.81 67.88 - 200.37 -45.66 3 - 177.24 -36.04 12.31 -93.95 - 305.25 - 152.22 4 - 366.96 - 183.27 257.72 136.06 -62.15 -18.15 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -ft) SPAN < -- left* - -> <- midspan -> < -- right* - -> - 1 2 3 4 1 16.53 29.92 43.30 2 42.69 26.97 11.24 Page 12 3 -1.12 5.00 11.13 4 25.94 23.10 20.27 Note: * = face -of- support (Grid 12) ADAPT -PT V- 6.08 ACI 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -f t) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min - 1 2 3 4 5 6 7 1 85.59 37.71 -21.32 - 106.80 .00 .00 2 240.42 173.12 87.00 -54.44 .00 .00 3 175.32 80.56 97.07 -11.49 .00 .00 4 221.93 128.01 -11.79 - 122.28 .00 .00 5 92.97 45.69 134.16 48.75 .00 .00 11 - M I L D S T E E L ================== - ===== - = iS a = = ===== = a = a = _ = _ = = = = S - = = a = = = = = _ = = = = = = = S = = = = - _ _ = C = = = Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments 11.1 TOTAL WEIGHT OF REBAR = 772.9 lb AVERAGE = .8 psf 11.2.1 S T E E L A T M I D - S P A N T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in < - - -ULT TENS > (in "'2) < - - -ULT TENS > - - 1 2 3 4 5 6 7 8 9 - -- 1 .00 ( .00 .00 .00) 1.24 ( .16 1.24 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) 2.55 ( 1.41 2.55 .00) Page 13 11.5.1 STEEL DISPOSITION - TOP BARS TOP STEEL - - -- SPAN 1 ID LOCATION 1 NUM BAR LENGTH (ft)1 1-- - -1 - -2 3 1--- 4 - - - -5 6 + 1 1 1 LEFT 1 4# 6 x 7'0" (Grid 12) ADAPT -PT V- 6.08 ACI 11.3.1 S T E E L A T S U P P O R T S Z T 0 P B O T T O M 1 As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA Z JOINT (in < - - -ULT MIN > (in < - - -ULT MIN > CC t i l - -1 2 3 4 5 6 7 8 9 - - -- 1 � V 1 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) 0 0 2 5.88 ( 5.88 1.75 .00) .00 ( .00 .00 .00) W W 3 1.75 ( .51 1.75 .00) .00 ( .00 .00 .00) 4 5.28 ( 5.28 1.85 .00) .00 ( .00 .00 .00) 0 LL 5 1.85 ( .00 1.85 .00) .00 ( .00 .00 .00) ui O 11.2.2 & 11.3.2 SELECTION OF REBAR ti- ? N SPAN ID LOCATION NUM BAR LENGTH (ft) AREA (in W - 1 - - - - 2 3 4 - - - -5 6 7 Z 1 1 T 4# 6 x 7'0" 1.76 V2 1 2 T 7# 6 x 12'0" 3.08 W 1 3 T 7# 6 x 6'0" 3.08 2 Q 1 4 B 5# 5 x 7'0" 1.55 OE 2 5 T 4# 6 x 11'6" 1.76 WN- U 3 6 T 7# 6 x 12'6" 3.08 3 7 T 6# 6 x 5'0" 2.64 LIB Ili 4 8 T 5# 6 x 7'6" 2.20 V 4 9 B 9# 5 x 10'6" 2.79 Z Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. Page 14 2 3 LEFT 2 5 RIGHT 2 4 LEFT 3 5 LEFT 3 6 RIGHT 3 7 RIGHT 4 9 LEFT 4 8 RIGHT 4 10 LEFT SPAN 1 1 2 RIGHT 1 3 RIGHT 4 9 CENTER (Grid 12) ADAPT -PT V- 6.08 ACI 7 # 6 x 6'0" 7 # 6 x 3'0" 7 # 6 x 6'0" 4 # 6 x 6'0" 7 # 6 x 2'0" 4 # 6 x 5'6" 7 # 6 x 6'0" 6 # 6 x 2'0" 7 # 6 x 6'6" 5 # 6 x 7'6" 6 # 6 x 2'6" 11.5.2 STEEL DISPOSITION - BOTTOM BARS BOTTOM STEEL ID LOCATION NUM BAR LENGTH (ft) -2 3 --- 4 - - - -5 6 4 CENTER 5 # 5 x 7'0" 9 # 5 x 10'6" 12 - PUNCHING SHEAR C H E C K a = = = = =a=a== = = == ___ = ==== a= == === = = == = = == == ____= = =__= __ == _ = =__ = =_ LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) 1Z � W U W 0W w Y2 0 U ON WW F r 9 U.. O U O 2 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.08 Date: 08/02/2001 Time: 3:10:55 PM File: Dist Tendons 1- PROJECT TITLE Family Fun Hotel 1.1 DESIGN STRIP Distributed Tendons 2 - MEMBER ELEVATION 9 Cft1 1300 13.00 • 13.00 13.00 Q 1300 Q I • I I 1 • 3 - TOP REBAR 3.1 User selected .. 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 0 1.2 TEuNDON PROFILE .. T 1 - T T 1 1 J. i J 4 T y L 1 1 J J mss C s ) 446xaQ• Q3 4+15xB8• QNSxea• 0 406x55' It ,c14.5ncr . • 4.3 CGS Distance (in] - .00 -e. , - 3.50 -350 4.50.3 50 •.. •' .3 50-3 • -5 75 . 4.5 Force (342.4 kips) 1342 4 kiPII 1342.4 kip:: 1342 41031 5 - BOTTOM REBAR 5.1 User selected r r T T V J. J. J. 5.2 User selected L 1 J. J. 5.3 ADAPT selected 5.4 ADAPT selected a 3 • 4.50 . 00 1342 4 kups( r 1 J J , 6 - REQUIRED & PROVIDED BARS 1.44 1.44 1.44 1.44 1.44 6.1 Top Bars mT C re quired 1 provided 1 .Q - 0.: - max 0.00 0.00 000 0.00 0.00 6.2 Bottom Bars ax 7 - PUNCHING SHEAR OK= Acceptable ' NG =No Good I I I I I I ` =not applicable or not performed I I I I I I I I I i I 7.1 Stress Ratio ; .53 ; .48 ; .44 ; .44 .48 7.2 Status I OK OK I OK OK OK 8 - LEGEND -4 Stressing End -1 Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI f. = 5 ksi k = 60 ksi (longitudinal) f„ = 60 ksi (shear) f = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 9.3 Stressing: f = .8 f 9.4 Strand Area = .153 in` 10 - DESIGNER'S NOTES Z I rew O 0 w J u . w 0 2 N O I-0 w n o O % w w tl. i11 U E O z r ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST- TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support@AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Aug 2,2001 At Time: 15:10 PROJECT FILE: Dist Tendons P R O J E C T T I T L E : Family Fun Hotel Distributed Tendons 1 - USER SPECIFIED GENERAL D E S I G N P A R A M E T E R S ass === ========== =aa a a a= a a a a:aaa== as aa== =a = =a= aaaa == = a== =a= == ===== = CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.00 ksi for COLUMNS 3604.00 ksi CREEP factor for deflections for BEAMS /SLABS CONCRETE WEIGHT SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom 2.00 NORMAL 6.000 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in Z I re W I O 0 y0 w F • }0 0 u.< D LO D p O N 0H W W IL ' 7 0 UJ Z p Page 2 (Dist Tendons) POST - TENSIONING: SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) 2 - I N P U T G E O M E T R Y ========== = ========== = ======== ================================================ S P A N 1 1 2 3 4 5 F) 01 1 RI LENGTH WIDTH MI ft I in 3 - - - -4 5 1 13.00 192.00 1 13.00 192.00 1 13.00 192.00 1 13.00 192.00 1 13.00 192.00 LEGEND: 1 - SPAN C = Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 in 3.50 in 2.25 in 2.25 in 125.00 psi 8.00 (see section 9) TWO -WAY YES NO TOP ,BOTTOM /MIDDLE FLANGE 1 FLANGE I REF I MULTIPLIER DEPTHS width thick. width thick.IHEIGHTI left right in I in in I in in I in I 6 7 8 9 10 - - - -11 12- - - -13- 10.00 .00 .50 .50 10.00 .00 .50 .50 10.00 .00 .50 .50 10.00 .00 .50 .50 10.00 .00 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist ^rf Page 3 (Dist Tendons) 2.1.5 - D R O P C A P A N D D R O P PANEL D A T A CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPS DROPL DROPR JOINT in in in in in in in in in - - 1 2 3 4 5 6 7 8 9 10 1 .00 .00 .00 .00 .00 .00 .00 .00 .00 2 24.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 24.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 24.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 24.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 6 .00 .00 .00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT - Total depth of cap CAPB a Transverse Width CAPDL - Extension left of joint CAPDR - Extension right of joint 2 . 2 - S U P P O R T W I D T H SUPPORT < LOWER COLUMN > < UPPER COLUMN WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) JOINT in ft in in ft in - -1 2 3 4 5 6 7 8 1 18.00 10.00 18.00 .00 (1) .00 .00 2 18.00 10.00 18.00 .00 (1) .00 .00 3 18.00 10.00 18.00 .00 (1) .00 .00 4 18.00 10.00 18.00 .00 (1) .00 .00 5 18.00 10.00 18.00 .00 (1) .00 .00 6 18.00 10.00 18.00 .00 (1) .00 .00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) 8 = Waffle 11 - Top surface to reference line ADAPT -PT V- 6.08 ACI DROP PANEL DIMENSIONS: DROPTL a Total depth left of joint DROPTR a Total depth right of joint DROPB a Transverse Width DROPL = Extension left of joint DROPR a Extension right of joint AND COLUMN DATA D CBC* in 9--- -10 - -- .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) Page 4 Z Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 CL Fixed at near end, hinged at far end = 3 B Fixed at near end, roller with rotational fixity at far end = 4 00 NW (.0 ti. uJ 0 2 3 - I N P U T A P P L I E D LOADING L- 22 a W <--- CLASS - - -> < TYPE > Z D= DEAD LOAD U a UNIFORM P m PARTIAL UNIFORM L ■ LIVE LOAD C a CONCENTRATED M = APPLIED MOMENT P ILI la Li. LINE LOAD D SWa SELF WEIGHT Computed from geometry input and treated as dead loading D Unit selfweight W = 150.0 pcf 0 N H Intensity ( From ... To ) ( M or C ...At) Total on Trib U SPAN CLASS TYPE k /ft ( ft ft ) (k -ft or k ...ft) k /ft F- - 1 2 3 4 5 6 7 8 9 �-p W Z 1 L U .225 .00 11.00 3.600 O N 1 L U .225 11.00 13.00 3.600 O p 1 D U .175 .00 11.00 2.800 Z 1 D U .175 11.00 13.00 2.800 1 SW P .00 11.00 2.000 1 SW P 11.00 13.00 2.700 (Dist Tendons) ADAPT -PT V- 6.08 ACI 2 L U .225 .00 2.00 3.600 2 L U .225 2.00 11.00 3.600 2 L U .225 11.00 13.00 3.600 2 D U .175 .00 2.00 2.800 2 D U .175 2.00 11.00 2.800 2 D U .175 11.00 13.00 2.800 2 SW P .00 2.00 2.700 2 SW P 2.00 11.00 2.000 2 SW P 11.00 13.00 2.700 3 L U .225 .00 2.00 3.600 3 L U .225 2.00 11.00 3.600 3 L U .225 11.00 13.00 3.600 Page 5 3 D U .175 .00 2.00 2.800 Z 3 D U .175 2.00 11.00 2.800 F- 3 D U .175 11.00 13.00 2.800 3 SW P .00 2.00 2.700 d 4 3 SW P 2.00 11.00 2.000 V 3 SW P 11.00 13.00 2.700 0 0 ch CO W 4 L U .225 .00 2.00 3.600 J 4 L U .225 2.00 11.00 3.600 CO u_ 4 L U .225 11.00 13.00 3.600 W O 4 D U .175 .00 2.00 2.800 2 C 4 D U .175 2.00 11.00 2.800 4 D U .175 11.00 13.00 2.800 LL- � 4 SW P .00 2.00 2.700 N ci 4 SW P 2.00 11.00 2.000 LU 4 SW P 11.00 13.00 2.700 Z V -4 5 L U .225 .00 2.00 3.600 5 L U .225 2.00 13.00 3.600 = G 5 D U .175 .00 2.00 2.800 C) 5 D U .175 2.00 13.00 2.800 Q 5 SW P .00 2.00 2.700 W 5 SW P 2.00 13.00 2.000 W U. O NOTE: LIVE LOADING is SKIPPED with a skip factor of .75 U N O Z 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING === ========__====_=====================_======== _======= ==== __====== === = = = = =_ UNIFORM (k/ft ( CON. or PART. ) ( M O M ENT ) SPAN CLASS TYPE LINE(k /ft) ( k®ft or ft -ft ) ( k -ft ® ft ) - 1 2 3 - - -- 4 5 6 7 8 1 L U .225 1 D U .175 2 L U .225 2 D U .175 3 L U .225 3 D U .175 4 L U .225 (Dist Tendons) ADAPT -PT V- 6.08 ACI d Page 6 (Dist Tendons) ADAPT -PT V- 6.08 ACI 4 D U .175 5 L U .225 5 D U .175 NOTE: SELFWEIGHT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of .75 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S ==================---=-===_ ffi_======== === _= _= ___= __== = ==== _ = =_= == 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span Aa cross - sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in "2 in "4 in in 2 3 4 5 SPAN 1 1 1920.00 .1600E +05 5.00 5.00 2 2592.00 .9866E +05 15.89 8.11 SPAN 2 1 2592.00 .9866E +05 15.89 8.11 2 1920.00 .1600E +05 5.00 5.00 3 2592.00 .9866E +05 15.89 8.11 SPAN 3 1 2592.00 .9866E +05 15.89 8.11 2 1920.00 .1600E +05 5.00 5.00 3 2592.00 .9866E +05 15.89 8.11 SPAN 4 1 2592.00 .9866E +05 15.89 8.11 2 1920.00 .1600E +05 5.00 5.00 3 2592.00 .9866E +05 15.89 8.11 SPAN 5 1 2592.00 .9866E +05 15.89 8.11 2 1920.00 .1600E +05 5.00 5.00 5 - D E A D L O A D M O M E N T S , S H E A R S & R E A C T I O N S Page 7 (Dist Tendons) SPAN - 1 1 2 3 4 5 < 5.1 S P A N M(1)* 2 -14.23 - 104.87 -78.84 -75.78 - 112.03 Note: * = Centerline momenta JOINT < 5.3 REACTIONS (k) > - - 1 2 1 2 3 4 5 6 23.78 74.85 62.96 62.96 74.85 23.78 6 - L I V E LOAD < -- 6.1 L I V E left* SPAN max -1 2 3 1 -11.61 3.61 2 -77.63 -19.73 3 -66.99 -9.06 4 ••65.97 -2.20 5 -83.00 -14.23 > <- min Note: * = Centerline moments MOMENTS (k -ft) > M (r) 4 - 112.03 -75.78 -78.84 - 104.87 -14.23 Midspan 3 38.97 12.48 23.96 12.48 38.97 M O M E N T S, -14.23 7.16 -3.07 3.06 -7.16 14.23 - midspan - - -> < max min 4 5 32.95 -11.04 25.83 -18.83 29.12 -15.66 25.83 -18.83 32.95 -11.04 -- right* max 6 - 83.00 -65.97 - 66.99 -77.62 -11.61 ADAPT -PT V- 6.08 ACI < 5.2 SPAN SHEARS (k) > SH(1) SH(r) 5 6 -23.78 40.02 - 34.84 30.36 -32.60 32.60 - 30.36 34.84 -40.02 23.78 <- 5.4 COLUMN MOMENTS (k -ft) -> Lower columns Upper columns .00 .00 .00 .00 .00 .00 SHEARS & R E A C T I O N S = =- == = = == = ==================_==_======_======= = = = = = = = = = = =__ = = = = = =_ == = = = =m = = == L 0 A D SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> > <- -SHEAR FORCE - -> min left right 7 8 9 -- -14.23 -17.84 28.96 - 2.20 -25.08 21.72 - 9.06 -23.40 23.40 -19.73 -21.72 25.08 3.61 -28.96 17.84 Page 8 JOINT - -1 1 2 3 4 5 6 max 2 20.84 58.74 57.28 57.28 58.74 20.84 min 3 -3.00 20.32 15.04 15.04 20.32 -3.00 (Dist Tendons) max 4 4.81 18.59 14.87 17.17 13.22 15.48 min 5 -15.47 -13.22 -17.17 -14.87 -18.59 -4.81 ADAPT -PT V- 6.08 ACI <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k ft) < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > max 6 .00 .00 .00 .00 .00 .00 min 7 -- .00 . 00 .00 . 00 .00 . 00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7 - MOMENTS SPAN - 1 1 2 3 4 5 <- left* -> 2 2.26 -80.29 -55.94 -54.55 -83.58 Note: * = face -of- support SPAN - 1 1 2 3 4 5 ann '.�s fc'tw..`_`e". °.Ki+`.9thYt• -t - .S:L 3rrr+,, �-�r5'.. „' 7.2 REDUCED left* max 2 -.64 -59.83 -51.36 - 50.90 - 62.28 REDUCED TO FACE -OF- SUPPORT aa======== an===========================&======_ _ = = == == = = === =____ = = = = == = = = = = =_= 7.1 REDUCED DEAD LOAD MOMENTS (k -ft) min 3 1.92 - 9.99 - 1.91 -3.68 -13.30 <- midspan -> <- right* -> 3 4 38.97 12.47 23.96 12.47 38.97 - 83.58 - 54.55 -55.94 -80.29 2.26 LIVE LOAD MOMENTS (k -ft) < - - -- midspan - - - -> max 4 32.95 25.83 29.13 25.83 32.95 min 5 - 11.04 -18.82 - 15.66 - 18.82 -11.04 right* max 6 -62.29 -50.90 -51.36 -59.83 -.64 min 7 -13.30 - 3.68 - 1.91 - 9.99 1.92 Page 9 (Dist Tendons) Note: * = face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.0OLL ) SPAN -1 1 2 3 4 5 9.2 s a == s= ss.aaaaa - -•� -s max 2 1.62 - 140.13 - 107.30 - 105.45 - 145.87 left* Note: * = face -of- support For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon T E N D O N TYPE X1 /L 1 2 min 3 4.18 -90.28 -57.85 -58.23 -96.88 < - - -- midspan - - - -> max min 4 5 71.92 27.93 38.31 -6.35 53.08 8.30 38.31 -6.35 71.92 27.93 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES P R O F I L E X2 /L X3 /L 3 4 A/L 5 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon ADAPT -PT V- 6.08 ACI right* max 6 - 145.88 - 105.45 - 107.30 - 140.12 1.62 > min 7 -96.88 -58.23 -57.85 -90.28 4.18 ======= -== == a============= = === === = ==s === ========= ==== = = == =sa=s==s === == ==== == == m w 00 N0 .. W } d�d F- Z ZO W 0 0 - 0 W U. O I r Page 10 (Dist Tendons) 1 2 3 4 5 2 2 2 2 2 FORCE SPAN (k / -) - 1 2 1 342.400 2 342.400 3 342.400 4 342.400 5 342.400 SPAN - 1 1 2 3 4 5 .100 .100 .100 .100 .100 LEFT* CENTER 2 3 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Note: * = face -of- support . 500 .500 .500 . 500 .500 <- BASED ON STRESS CONDITIONS -> RIGHT* 4 .00 .00 .00 .00 .00 .100 .100 .100 .100 .100 .000 .000 .000 .000 .000 9.3 - SELECTED POST- TENSIONING FORCES AND TENDON DRAPE _ = = = = = = = == = = = = = = = = === == = = =___ == =■___ = = =■= Tendon editing mode selected: FORCE SELECTION SELECTED VALUES <- DISTANCE OF CGS (in) -> Left Center Right 3 4 5 -5.00 -6.50 -3.50 - 3.50 -5.75 -3.50 - 3.50 -5.00 -3.50 -3.50 -5.75 -3.50 -3.50 -6.50 -5.00 9.6 S E R V I C E S T R E S S E S (psi) (psi) 6 178.33 178.33 178.33 178.33 178.33 = - = == ADAPT -PT V- 6.08 ACI <- CALCULATED VALUES -> P/A Wbal (k / -) 7 3.799 3.799 2.533 3.799 3.799 Approximate weight of strand 459.6 LB 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) <- BASED ON MINIMUM P/A -> LEFT CENTER RIGHT - - - 5 6 7 - -- 240.00 240.00 324.00 324.00 240.00 324.00 324.00 240.00 324.00 324.00 240.00 324.00 324.00 240.00 240.00 (tension shown positive) Page 11 L EFT* R I G H T * TOP BOTTOM TOP BOTTOM max -T max -C max -T max -C max -T max -C max -T max -C -1 2 3 4 5 6 7 8 9 -- 1 - 222.33 - 143.93 - 180.03 - 132.88 2 - 182.87 - 128.96 - 191.24 - 107.51 3 - 188.96 - 116.28 - 188.96 - 116.27 4 - 191.24 - 107.50 - 182.87 - 128.96 5 - 180.03 - 132.87 - 222.33 - 143.93 Note: * = face -of- support (Dist Tendons) ADAPT -PT V- 6.08 ACI CENTER TOP BOTTOM max -T max -C max -T max -C 1 2 3 4 5 1 - 327.77 - 193.87 2 - 235.71 - 288.44 3 - 317.08 - 207.51 4 - 235.71 - 288.44 5 - 327.77 - 193.87 9.7 POST- TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) - 1 2 3 4 5 6 1 7.56 -32.08 145.50 -.55 -.55 2 141.75 -23.01 118.17 2.05 2.05 3 115.50 -16.08 115.50 .00 .00 4 118.17 -23.01 141.75 -2.05 -2.05 5 145.50 -32.08 7.56 .55 .55 Note: * = face -of- support <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -f t) - -> -joint 2 Lower columns Upper columns 1 .552 7.141 .000 2 -2.601 -2.599 .000 Z CL 00 (o w co LL WO } l J u..< -a W W 0 O- of WW Pp u.. U Z O Z Page 12 (Dist Tendons) 3 4 5 6 10 - F A C T O R E D aMM======= = = =a *3*sa a a a ? == == == === = == ==== = = * = *3= == = = == =__ = = === === caa = = = =:0 3 Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -f t) SPAN - 1 2 3 4 5 left* max 2 7.73 - 204.32 - 182.04 - 176.63 - 209.36 2.050 2.049 -2.600 .551 Note: * = face -of- support Note: * = face -of- support min 3 16.10 - 119.56 -97.98 -95.07 - 125.92 10.2 SECONDARY MOMENTS (k -f t) SPAN - 1 2 3 4 5 • -1.152 1.153 2.600 -7.142 M O M E N T S & R E A C T I O N S < - - -- midspan - - - -> max min 4 5 121.30 46.52 59.78 -16.15 66.98 -9.15 59.78 -16.15 121.31 46.52 < -- left* - -> <- midspan -> < -- right* - -> - - - 2 3 4 7.56 10.72 13.90 10.18 -1.61 -13.39 - 16.07 -16.07 -16.07 - 13.38 -1.61 10.18 13.90 10.72 7.56 ADAPT -PT V- 6.08 ACI right* max 6 - 209.37 - 176.63 - 182.04 - 204.32 7.73 .000 .000 .000 .000 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -f t) min 7 - 125.92 -95.07 -97.98 - 119.56 16.10 Or t U g N W W 0 W? Z O LLJ W U� 0- 0t W U= 4 F- Page 13 (k) < -- LOWER column - -> < -- UPPER column - -> Z JOINT max min max min max min Or W - 1 2 3 4 5 6 7 1 69.27 28.74 -4.60 -39.08 .00 .00 (=j 2 202.05 136.73 39.03 -15.04 .00 .00 C.)0 3 187.57 115.76 19.83 -34.63 .00 .00 UniJ 4 187.57 115.76 34.63 -19.83 .00 .00 H 5 202.05 136.73 15.04 -39.03 .00 .00 Wu. 6 69.27 28.74 39.08 4.60 .00 .00 11'0 n Lt. a 11 - M I L D S T E E L N T ===.========= a============_____================ == =_ = = = = =a = = == 3 =. = = = = =a = = = = =__= r la Z Support cut -off length for minimum steel(length /span) ... .17 V72 Span cut -off length for minimum ateel(length /span) ... .33 W Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in U N O- C W - REINFORCEMENT based on NO REDISTRIBUTION of factored moments U u. O 11.1 TOTAL WEIGHT OF REBAR = 270.4 lb AVERAGE = .3 paf Z 0 co H 11.2.1 S T E E L A T M I D - S P A N Z T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in < - - -ULT TENS > (in < - - -ULT TENS > - - 1 2 3 4 5 6 7 8 9 - - -- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 5 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 11.3.1 S T E E L A T S U P P O R T S T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in < - - -ULT MIN - - -• > (in < - - -ULT MIN > - - 1 2 3 4 5 6 7 8 9 - -- 1 1.44 ( .00 1.44 .00) .00 ( .00 .00 .00) (Dist Tendons) ADAPT -PT V- 6.08 ACI 6G Z Page 14 2 1.44 ( .30 1.44 .00) .00 ( .00 .00 .00) 3 1.44 ( .00 1.44 .00) .00 ( .00 .00 .00) 4 1.44 ( .00 1.44 .00) .00 ( .00 .00 .00) 5 1.44 ( .30 1.44 .00) .00 ( .00 .00 .00) 6 1.44 ( .00 1.44 .00) .00 ( .00 .00 .00) 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH (ft) AREA [ i n" 2 ] 1 - - - -2 3 4 - - - -5 6 7 1 1 T 4# 6 x 5'6" 1.76 1 2 T 4# 6 x 8'6" 1.76 2 3 T 4# 6 x 8'6" 1.76 3 4 T 4# 6 x 8'6" 1.76 4 5 T 4# 6 x 8'6" 1.76 5 6 T 4# 6 x 5'6" 1.76 (Dist Tendons) ADAPT -PT V- 6.08 ACI Notes: Bar location - T m Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. STEEL DISPOSITION - TOP BARS 11.5.1 SPAN ID LOCATION - -1 - - -- - -2 3 1 1 LEFT 1 2 RIGHT 2 2 LEFT 2 3 RIGHT 3 3 LEFT 3 4 RIGHT TOP STEEL NUM BAR LENGTH (ft] -- 4 - - - -5 6 4 # 6 x 5'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" Page 15 4 4 5 5 4 LEFT 5 RIGHT 5 LEFT 6 RIGHT 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 4'6" 4 # 6 x 5'6" 11.5.2 STEEL DISPOSITION - BOTTOM BARS BOTTOM STEEL I SPAN I ID LOCATION I NUM BAR LENGTH (ft)I 1-- - - - - 2 3 I--- 4 - - - -5 6 12 - PUNCHING SHEAR C H E C K (Dist Tendons) ADAPT -PT V- 6.08 ACI LEGEND: CONDITION... 1 s INTERIOR COLUMN 2 in END COLUMN 3 a CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 n EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 a STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> shear moment due to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 8 9 10- 1 2 69.27 39.08 123.36 4.70 128.06 240.42 .53 1 2 1 202.05 39.03 103.42 5.05 108.48 227.18 .48 2 3 1 187.57 34.63 96.01 4.48 100.50 227.18 .44 2 4 1 187.57 34.63 96.01 4.48 100.50 227.18 .44 2 5 1 202.05 39.03 103.43 5.05 108.48 227.18 .48 2 6 2 69.27 39.08 123.36 4.70 128.06 240.42 .53 1 PUNCHING SHEAR CHECK SATISFACTORY Vi W O 0 CO W NO NLL WO g • -J • Q co 3 Z ZO W D O O - o t- W W U. O Z sad O z Page 2 (Grid 10) POST- TENSIONING: SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) - I N P U T T G E O M E T R Y =================== = ===== =1211,========== = ==_ == = = == == ===== = ==a = == =sea=== = =_ =_ - S P A N 1 1 2 3 4 F' O) RI LENGTH) WIDTH MI ft ' in 3 - - - -4 5 1 19.25 156.00 1 13.00 156.00 1 7.00 156.00 1 21.00 156.00 LEGEND: 1 - SPAN C = Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS TOP BOTTOM /MIDDLE FLANGE ' FLANGE 1 REF 1 MULTIPLIER DEPTH' width thick.' width thick.'HEIGHT' left right in ' in in ' in in ' in ' 6 10.00 10.00 10.00 10.00 7 8 9 ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 in"2 3.50 in 2.25 in 2.25 in 125.00 psi 8.00 (see section 9) TWO -WAY YES NO 10 - - - -11 12- - - -13- .00 .00 .00 .00 .50 .50 . 50 .50 . 50 .50 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle Page 3 (Grid 10) 2 . 1 . 5 - D R O P C A P A N D D R O P PANEL DATA _________ _ ________ __ = = __ CAPT CAPE CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR JOINT in in in in in in in in in - - 1 2 3 4 5 - -6 7 8 9 10 1 .00 .00 .00 .00 .00 .00 .00 .00 .00 2 24.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 24.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 24.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 5 .00 .00 .00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT is Total depth of cap CAPB = Transverse Width CAPDL a Extension left of joint CAPDR - Extension right of joint 2 . 2 - S U P P O R T W I D T H AND SUPPORT < WIDTH LENGTH JOINT in ft - -1 2 3 1 18.00 10.00 2 18.00 10.00 3 18.00 10.00 4 18.00 10.00 5 18.00 10.00 LOWER COLUMN B(DIA) D in in 4 5 6 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) ADAPT -PT V- 6.08 ACI 11 - Top surface to reference line DROP PANEL DIMENSIONS: DROPTL Total depth left of joint DROPTR = Total depth right of joint DROPS = Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint C O L U M N DATA > < UPPER COLUMN CBC* LENGTH B(DIA) D ft in in 7 8 9 - - - -10 .00 .00 . 00 .00 . 00 .00 .00 .00 .00 .00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) Hinged at near end, fixed at far end Fixed at near end, hinged at far end = 1 = 2 = 3 > CBC* .00 (1 .00 (1) .00 (1) .00 (1) .00 (1) Page 4 (Grid 10) ADAPT -PT V- 6.08 ACI Fixed at near end, roller with rotational fixity at far end .. = 4 IX 2 U O . 0 3 - I N P U T A P P L I E D LOADING NlL W _=_____===== es====.. a=========================== =_______________ = =. = =m = = = = =.___ 2 <--- CLASS - - -> < TYPE > U_ D D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM 2.10 D L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT 2 �-- W Li= LINE LOAD Z SW. SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf W O W Intensity ( From . . . To ) ( M or C ...At) Total on Trib t O 3 SPAN CLASS TYPE k /ft "2 ( ft ft ) (k -ft or k ...ft) k /ft O N - 1 2 3 4 5 6 7 8 9 G11- WW 1 L U .225 .00 17.25 2.925 H 1 L U .225 17.25 19.25 2.925 t!- O 1 D U .175 .00 17.25 2.275 W Z 1 D U .175 17.25 19.25 2.275 U 1 SW P .00 17.25 1.625 O 1. SW P 17.25 19.25 2.325 Z 2 L U .225 .00 2.00 2.925 2 L U .225 2.00 11.00 2.925 2 L U .225 11.00 13.00 2.925 2 D U .175 .00 2.00 2.275 2 D U .175 2.00 11.00 2.275 2 D U .175 11.00 13.00 2.275 2 SW P .00 2.00 2.325 2 SW P 2.00 11.00 1.625 2 SW P 11.00 13.00 2.325 3 L U .225 .00 2.00 2.925 3 L U .225 2.00 5.00 2.925 3 L U .225 5.00 7.00 2.925 3 D U .175 .00 2.00 2.275 3 D U .175 2.00 5.00 2.275 3 D U .175 5.00 7.00 2.275 Page 5 (Grid 10) ADAPT -PT V- 6.08 ACI 3 SW P .00 2.00 2.325 3 SW P 2.00 5.00 1.625 3 SW P 5.00 7.00 2.325 4 L U .225 .00 2.00 2.925 4 L U .225 2.00 21.00 2.925 4 D U .175 .00 2.00 2.275 4 D U .175 2.00 21.00 2.275 4 SW P .00 2.00 2.325 4 SW P 2.00 21.00 1.625 NOTE: LIVE LOADING is SKIPPED with a skip factor of .75 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING aaa aasa=======aaa========== ===== ==a a a at= aaa======aaaaaaaa=a=a== aaa=a=====a UNIFORM (k /ft "2), ( CON. or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k /ft) ( k ®ft or ft -ft ) ( k -ft ® ft ) -1 2 3 4 5 6 7 8 1 L U .225 1 D U .175 2 L U .225 2 D U .175 3 L U .225 3 D U .175 4 L U .225 4 D U .175 NOTE: SELFWEIGIIT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of .75 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span Al Page 6 (Grid 10) ADAPT -PT V- 6.08 ACI A= cross - sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in'2 in in in 2 3 4 5 SPAN 1 1 1560.00 .1300E +05 5.00 5.00 2 2232.00 .9161E +05 15.39 8.61 SPAN 2 1 2232.00 .9161E +05 15.39 8.61 2 1560.00 .1300E +05 5.00 5.00 3 2232.00 .9161E +05 15.39 8.61 SPAN 3 1 2232.00 .9161E +05 15.39 8.61 2 1560.00 .1300E +05 5.00 5.00 3 2232.00 .9161E +05 15.39 8.61 SPAN 4 1 2232.00 .9161E +05 15.39 8.61 2 1560.00 .1300E +05 5.00 5.00 5 - D E A D L O A D M O M E N T S , SHEARS & R E A C T I O N S - aaa aa= aaia aaa- aa= aaaaa aaaaaaaaaaa=amammaaaoa======aa= ====mamma==aaaama=aaaaa < 5.1 SPAN M O M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1) * Midspan M(r) * SH(1) SH(r) - -1 2 3 4 5 6 1 -42.00 69.72 - 181.26 -30.38 46.10 2 - 162.08 12.47 19.44 -40.71 12.79 3 32.83 -51.00 - 185.40 16.12 46.22 4 - 209.13 84.31 -53.62 -49.69 33.61 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -f t) -> - -1 2 Lower columns - -- -Upper columns 1 30.38 -42.00 .00 2 86.81 19.18 .00 3 -3.34 13.39 .00 Page 7 4 95.91 -23.73 .00 5 33.61 53.62 .00 W o C1 UO 6 - L I V E L O A D M O M E N T S , S H E A R S & R E A C T I O N S (O W _= -_ -_ = = == _ _ = - = = =_= _ COLL < -- 6.1 LIVE L O A D SPAN MOMENTS (k -f t) and SHEAR FORCES (k) - -> W O < left* > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> P Q SPAN max min max min max min left right �" D - 1--- - - - - -2 3 4 5 6 7 8 9 -- 22a 1 -31.49 3.44 52.29 -6.05 - 134.91 -10.06 -22.78 33.53 W 2 - 120.52 -18.23 23.34 -16.33 -44.40 51.12 -29.48 16.27 Z 3 -40.93 53.11 19.15 -47.85 - 138.03 2.93 17.89 33.62 0 4 - 155.83 1.54 63.22 -2.26 -40.21 1.38 -36.22 25.21 W U� N * m Centerline moments 0 F- WW U <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k ft) > U. Z5 < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min U Z Cl - - 1 2 3 4 -- 5 6 7 - - -- 1 24.10 -1.31 4.59 -36.09 .00 .00 Z 2 63.80 17.18 31.20 -16.81 .00 .00 3 40.29 -33.49 19.28 -9.24 .00 .00 4 78.04 1.76 7.10 -24.90 .00 .00 5 25.67 -.46 42.04 -1.83 .00 .00 Note: Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7 M O M ENT S REDUCED TO FACE -OF- SUPPORT (Grid 10) ADAPT -PT V- 6.08 ACI 7.1 REDUCED DEAD LOAD MOMENTS (k -f t) SPAN <- left* -> <- midspan -> <- right* -> -1 2 3 4 1 -20.31 69.72 - 148.00 .4q z Page 8 (Grid 10) ADAPT -PT V- 6.08 ACI 2 - 132.83 12.47 27.73 3 19.44 -51.00 - 152.00 4 - 173.17 84.33 -29.51 Note: * = face -of- support 7.2 REDUCED LIVE LOAD MOMENTS (k -f t) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 -15.23 2.70 52.28 -6.05 - 110.58 -9.58 2 -99.25 -9.66 23.33 -16.33 -32.82 44.12 3 -31.09 40.67 19.15 -47.85 - 113.67 3.37 4 - 129.50 1.47 63.22 -2.26 -22.13 1.12 Note: * = face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -f t) _ = a O a = = = =aaa = = = = a = = = = = = = = a = _ = a a ii a a = = = a a = = = a a = = =aaa = = = a = = = = = = = = = = a = = a = =aaa = = = = = Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 - -•- 7 1 -35.54 -17.61 122.01 63.68 - 258.58 - 157.58 2 - 232.08 - 142.49 35.80 -3.87 -5.08 71.85 3 -11.65 60.11 -31.85 -98.85 - 265.67 - 148.63 4 - 302.67 - 171.69 147.55 82.07 -51.63 -28.39 Note: * = face -of- support 9 - SELECTED POST- TENSIONING FORCES AND TENDON PROFILES Page 9 _ (Grid 10) 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon 9.2 T E N D O N TYPE X1 /L 1 2 1 2 .100 2 2 .100 3 2 .100 4 2 .100 PRO F I L E X2 /L X3 /L 3 4 .500 .100 .500 .100 .500 .100 .500 .100 A/L 5 .000 .000 .000 .000 9.3 - SELECTED POST- TENSIONING FORCES AND TENDON DRAPE ADAPT -PT V- 6.08 ACI ===============================================. == == = = = = = = = = = = = = = = = = == = = = = = == == Tendon editing mode selected: FORCE SELECTION FORCE SPAN (k / -) - 1 -•• 2 1 321.600 2 321.600 3 321.600 4 321.600 SELECTED VALUES > <- DISTANCE OF CGS (in) -> Left Center Right 3 4 5 - 5.00 -7.75 -3.50 - 3.50 -5.50 -3.50 - 3.50 -3.75 -3.50 - 3.50 -7.75 -5.00 <- CALCULATED VALUES -> P/A Wbal (psi) (k / -) 6 7 206.15 2.531 206.15 3.172 206.15 1.367 206.15 2.127 Approximate weight of strand 427.5 LB 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) e ift • Page 10 <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT - 1 2 3 4 5 6 7 - -- 1 .00 106.08 .00 195.00 195.00 279.00 2 .00 .00 .00 279.00 195.00 279.00 3 .00 37.38 .00 279.00 279.00 279.00 4 .00 189.71 .00 279.00 195.00 195.00 Note: * = face -of- support (Grid 10) ADAPT -PT V- 6.08 ACI 9.6 SERVICE S T R E S S E S (psi) (tension shown positive) LEFT* R I G H T * TOP BOTTOM TOP BOTTOM max -T max -C max -T max -C max -T max -C max -T max -C 1 2 3 4 5 6 7 8 9 - 1 - 206.88 - 288.21 - 162.13 - 315.42 2 - 168.03 - 281.90 - 332.16 191.91 3 - 313.46 158.50 - 141.59 - 384.45 4 10.99 - 136.79 - 421.11 - 167.54 - 352.03 Note: * = face -of- support C E N T E R TOP BOTTOM max -T max -C max -T max -C 1 2 3 4 5 1 - 554.46 142.15 - 127.10 2 - 273.81 - 321.59 3 181.18 - 128.03 - 593.48 4 - 658.18 245.87 -56.36 9.7 POST- TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) - 1 2 3 4 5 6 1 17.77 -46.54 173.58 -1.06 -1.06 Page 11 2 163.75 -21.14 94.83 5.99 5.99 3 90.00 14.93 146.42 -10.25 -10.25 4 165.25 -49.59 20.02 .42 .42 Note: * a face -of- support <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -f t) - -> -joint 2 Lower columns Upper columns 1 1.059 16.967 .000 2 -7.046 -6.173 .000 3 16.240 -7.794 .000 4 - 10.670 11.200 .000 5 .419 - 19.708 .000 10 -FACTORED M O M E N T S & R E A C T I O N S aa aaaaaasaaaaaaaaaaasaaaaaaa aaaaaaaa aaaaaa aaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -f t) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 - - -6 7 1 -37.40 -6.52 213.66 114.48 - 359.51 - 187.42 2 - 328.29 - 175.99 49.39 -18.05 -59.40 71.49 3 -72.48 49.50 -57.42 - 171.31 - 396.48 - 197.56 4 - 435.66 - 212.45 249.61 138.29 -60.08 -20.01 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -f t) SPAN < -- left* - -> <- midspan -> < -- right* - -> - 1 2 3 4 1 17.76 27.16 36.56 2 26.69 -7.74 -42.16 (Grid 10) ADAPT -PT V- 6.08 ACI ■ 2 Or O 0 (00 • w 9 u. W 0 } Z Z0 • W 0 O - O H W W lL Q li.l p Page 12 (Grid 10) ADAPT -PT V- 6.08 ACI Z 3 -46.76 -18.57 9.62 ht:', 4 28.19 24.11 20.02 Oral Note: U O * = face -of- support u p W w 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k - ft) cOIL WQ (k) < -- LOWER column - -> < -- UPPER column - -> I.J JOINT max min max min max min -1 2 3 4 5 6 7 CO 1 84.56 41.36 -34.03 - 103.17 .00 .00 C7 W 2 222.95 143.69 73.72 -7.90 .00 .00 Z jE 3 80.06 -45.37 43.71 -4.75 .00 .00 4 256.27 126.60 -9.96 -64.36 .00 .00l' 5 91.11 46.69 126.84 52.25 .00 .00 W V (3 g N 11 - M I L D STEEL W W aaaasaaaaasasaaaaasa = =aaa= amass = ==s = ==a= =a == = == =ass =a =a = ====__________________ V Support cut -off length for minimum steel(length /span) ... .17 W Z Span cut -off length for minimum steel(iength /span) ... .33 U N Top bar extension beyond where required 12.00 in O p Bottom bar extension beyond where required 12.00 in Z REINFORCEMENT based on NO REDISTRIBUTION of factored moments 11.1 TOTAL, WEIGHT OF REBAR = 781.6 lb AVERAGE = 1.0 psf 11.2.1 S T E E L A T M I D - S P A N T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in < - - -ULT TENS > (in"2) < - - -ULT TENS > - -1 2 3 4 5 6 7 8 9 - -- 1 .00 ( .00 .00 .00) 1.39 ( .33 1.39 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 4 .00 ( .00 .00 .00) 2.51 ( 1.36 2.51 .00) -At Page 13 11.3.1 S T E E L A T S U P P O R T S T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in < - - -ULT MIN > (in < - - -ULT MIN > - -1 2 3 4 5 6 7 8 9 - -- 1 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) 2 5.06 ( 5.06 1.73 .00) .00 ( .00 .00 .00) 3 1.17 ( .00 1.17 .00) .00 ( .00 .00 .00) 4 7.32 ( 7.32 1.89 .00) .00 ( .00 .00 .00) 5 1.89 ( .00 1.89 .00) .00 ( .00 .00 .00) 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH (ft] AREA (in - 1 - - - -2 3 4 - - - -5 - -6 7 1 1 T 4# 6 x 7'0" 1.76 1 2 T 6# 6 x 11'0" 2.64 1 3 T 6# 6 x 6'0" 2.64 1 4 B 5# 5 x 8'0" 1.55 2 5 T 9# 6 x 17'6" 3.96 2 6 T 8# 6 x 12'0" 3.52 4 7 T 5# 6 x 7'6" 2.20 4 8 B 5# 5 x 10'6" 1.55 4 9 B 4# 5 x 9'6" 1.24 11.5.1 STEEL DISPOSITION - TOP BARS TOP STEEL SPAN 1 ID LOCATION 1 NUM BAR LENGTH (ft] - - 1-- - -1 - -2 3 1--- 4 - - - -5 6 1 1 1 LEFT 1 4# 6 x 7'0" 1 1 2 RIGHT 1 6# 6 x 6'0" (Grid 10) ADAPT -PT V- 6.08 ACI Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 2- - w Page 14 1 2 2 2 2 3 3 4 4 4 3 RIGHT 3 LEFT 5 RIGHT 4 LEFT 6 RIGHT 7 FULL 8 FULL 7 LEFT 7 RIGHT 8 LEFT (Grid 10) ADAPT -PT V- 6.08 ACI 6 # 6 x 3'0" 6 # 6 x 5'0" 9 # 6 x 4'6" 6 # 6 x 3'0" 8 # 6 x 2'0" 9 # 6 x 7'0" 8 # 6 x 7'0" 9 # 6 x 6'6" 5 # 6 x 7'6" 8 # 6 x 2'6" 11.5.2 STEEL DISPOSITION - BOTTOM BARS BOTTOM STEEL SPAN ID LOCATION NUM BAR LENGTH [ft] - - 1 - - -- - -2 3 --- 4 - - - -5 6 1 4 CENTER 5# 5 x 8'0" 4 8 CENTER 5# 5 x 10'6" 4 9 CENTER 4# 5 x 9'6" 12 - PUNCHING S H E A R C H E C K ============_=====================_============ =_= = = = = =_= == = = = = === =_ = == __ = =_ == LEGEND: CONDITION... 1 = INTERIOR COLUMN 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON- CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) Page 15 (Grid 10) JNT COND. - 1 - - - -2 1 2 2 1 3 1 4 1 5 2 FACTORED ACTIONS c- PUNCHING SHEAR STRESSES IN psi -> shear moment due to due to k k -ft shear moment 3 4 5 6 84.56 103.18 222.95 73.72 80.06 43.71 256.27 64.36 91.11 126.84 150.59 62.93 114.12 9.54 40.98 5.66 131.18 8.33 162.25 83.97 13 - MAXIMUM SPAN D E F L E C T I O N S TOTAL 7 213.52 123.67 46.64 139.51 246.22 Concrete's modulus of elasticity Ec = 4030.00 ksi Creep factor K = 2.00 Ieffective /Igross...(due to cracking) K = .98 ADAPT -PT V- 6.08 ACI allow- STRESS able RATIO CASE 8 9 10- 240.42 .89 1 234.27 .53 2 234.27 .20 2 234.27 .60 2 240.42 1.02 1 PUNCHING SHEAR STRESS IN ONE OR MORE LOCATIONS EXCEEDS THE PERMISSIBLE VALUE. PROVIDE SHEAR REINFORCEMENT, OR ENLARGE THE SECTION RESISTING THE PUNCHING SHEAR mina =====a m m m a m m S2 a m m m= '= m a a1R a s a == U == a= == U U U= a a a m = == a = = === = = == a a a m=== m a U = a=== = = == Where stresses exceed 6(fc') /2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP -1 2 3 4 5 6 1 .07 .03 .10( 2338) .05( 4631) .15( 1553) 2 .01 .00 .00(49547) .01(30899) .01(19031) 3 -.01 .00 -.01( 7236) - .01(12605) -.02( 4597) 4 .10 .05 .14( 1780) .07( 3495) .21( 1179) ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.08 Date: 08/02/2001 Time: 3:00:43 PM File: Grid 12 1- PROJECT TITLE Family Fun Hotel 1.1 DESIGN STRIP Grid 12 Banded 2 - MEMBER ELEVATION 9 Eft] 19.25 1950 Q 1250 Q 20.50 ! I I i 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 1- B r u • i D 19 N PROFILE 2 a um ne r r -r r , . L a . J r r r -r . L .. l J © 7415X8'0' 0 eaex5'o' O 48 6X 7 ' 0 ' 470ex120• 44aex11e• 47sexlre• O S.exTe• . . • 4.3 CGS Distance (in) - o0 4.5 Force (321.6 441 5 - BOTTOM REBAR 5.1 User selected r 5.2 User selected r . 5.3 ADAPT selected 5.4 ADAPT selected 9 5.5x7'0• 3 S - -3 ' 3 • •52 • • 3.50 (321 01/081 (321.8 kips) -r • r -r -r L .. 1 • . 5 -500 (321.8 kips) , -, J �0 0.5x1o4 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars me i see s 40 3.46 s ze ( in`] 4.°- provid d + l fifii 1111111 o . 1.4r - 6.2 Bottom Bars m 2 ° ax 1.24 0 00 0 00 2.55 7 PUNCHING SHEAR ' - ; • OK= Acceptable NG =No Good I •=not applicable or not performed I ; I ! ; I I ! I I I 7.1 Stress Ratio ; .91 ' .57 ; .44 ; .55 7.2 Status ( OK I OK I OK OK I 8 - LEGEND -1 Stressing End -1 Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI r = 5 ksi f„ = 60 ksi (longitudinal) f„ = 60 ksi (shear) f = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 9.3 Stressing: i = .8 f 9.4 Strand Area = .153 in 10 - DESIGNER'S NOTES ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Aug 2,2001 At Time: 15: PROJECT FILE: Grid 12 P R O J E C T T I T L E : Family Fun Hotel Grid 12 Banded 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S -- =-- -00O0= = - 005.550 -00=00 000555005000000005505000005505 CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.00 ksi for COLUMNS 3604.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom 6.000 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in ^•e Page 2 (Grid 12) POST- TENSIONING: SYSTEM Ultimate strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min average precompression Max spacing between strands (factor of slab depth) Tendon profile type and support widths ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME) Moments REDUCED to face of support Limited plastification allowed(moments redistributed) - I N P U T T G E O M E T R Y XS= acaaa -a as =a = = ========am===== === ==ac= == === =a=ac ====aa- aaaa =aaaa= S P A N - 1 1 2 3 4 PI 1 01 1 RI LENGTH( WIDTH MI ft 1 in 3 - - - -4 5 1 19.25 156.00 1 19.50 156.00 1 12.50 156.00 1 20.50 156.00 LEGEND: 1 - SPAN C = Cantilever 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS ADAPT -PT V- 6.08 ACI UNBONDED 270.00 ksi 175.00 ksi .153 in 3.50 in 2.25 in 2.25 in 125.00 psi 8.00 (see section 9) TWO -WAY YES NO 1 TOP BOTTOM /MIDDLE 1 FLANGE 1 FLANGE ( REF 1 MULTIPLIER DEPTH, width thick.I width thick.(HEIGHTI left right in I in in I in in I in I 6 7 8 9 10 - - - -11 12- - - -13- 10.00 .00 .50 .50 10.00 .00 .50 .50 10.00 .00 .50 .50 10.00 .00 .50 .50 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle Page 3 (Grid 12) CAPT JOINT in - 1 2 1 .00 2 24.00 3 24.00 4 24.00 5 .00 2.1.5 - D R O P C A P == -== -= ---== - = = = --- SUPPORT < WIDTH LENGTH JOINT in ft - - 1 2 3 1 18.00 10.00 2 18.00 10.00 3 18.00 10.00 4 18.00 10.00 5 18.00 10.00 CAPB CAPDL CAPDR in in in 3 4 5 .00 .00 .00 48.00 24.00 24.00 48.00 24.00 24.00 48.00 24.00 24.00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPB = Transverse Width CAPDL = Extension left of joint CAPDR = Extension right of joint ADAPT -PT V- 6.08 ACI 11 - Top surface to reference line A N D D R O P PANEL DATA == =__ = == = DROPTL DROPTR DROPS DROPL DROPR in in in in in 6 7 8 9 10 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPS = Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint 2 . 2 - S U P P O R T W I D T H A N D C O L U M N D A T A LOWER COLUMN > < UPPER COLUMN > B(DIA) D CBC* LENGTH B(DIA) D CBC* in in ft in in 4 5 6 7 8 9--- -10 - -- 18.00 .00 (1) .00 .00 .00 (1) 18.00 .00 (1) .00 .00 .00 (1) 18.00 .00 (1) .00 .00 .00 (1) 18.00 .00 (1) .00 .00 .00 (1) 18.00 .00 (1) .00 .00 .00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end - 3 Page 4 2 L U .225 .00 2.00 2 L U .225 2.00 17.50 2 L U .225 17.50 19.50 2 D U .175 .00 2.00 2 D U .175 2.00 17.50 2 D U .175 17.50 19.50 2 SW P .00 2.00 2 SW P 2.00 17.50 2 SW P 17.50 19.50 3 L U .225 .00 2.00 3 L U .225 2.00 10.50 3 L U .225 10.50 12.50 3 D U .175 .00 2.00 3 D U .175 2.00 10.50 3 D U .175 10.50 12.50 (Grid 12) ADAPT -PT V- 6.08 ACI 2.925 2.925 2.925 2.275 2.275 2.275 2.325 1.625 2.325 2.925 2.925 2.925 2.275 2.275 2.275 Fixed at near end, roller with rotational fixity at far end .. = 4 Di w 00 CO o Ww 3 - I N P U T A P P L I E D L O A D I N G _ __________________ . _ = = = = =___ = = = = = =a= w O w <--- CLASS - - -> < TYPE > !-J D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM t L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT CO d Li= LINE LOAD w SW= SELF WEIGHT Computed from geometry input and treated as dead loading Z Unit selfweight W = 150.0 pcf H Intensity ( From ... To ) ( M or C ...At) Total on Trib w SPAN CLASS TYPE k/ft ( ft ft ) (k -ft or k ...ft) k /ft n D -1 2 3 4 5 6 7 8 - -9 O N 01- 1 L U .225 .00 17.25 2.925 w w 1 L U .225 17.25 19.25 2.925 H 1 D U .175 .00 17.25 2.275 LIB 1 D U .175 17.25 19.25 2.275 W Z 1 SW P .00 17.25 1.625 0 N 1 SW P 17.25 19.25 2.325 O p Z Page 5 (Grid 12) ADAPT -PT V- 6.08 ACI 3 SW P .00 2.00 2.325 3 SW P 2.00 10.50 1.625 3 SW P 10.50 12.50 2.325 4 L U .225 .00 2.00 2.925 4 L U .225 2.00 20.50 2.925 4 D U .175 .00 2.00 2.275 4 D U .175 2.00 20.50 2.275 4 SW P .00 2.00 2.325 4 SW P 2.00 20.50 1.625 NOTE: LIVE LOADING is SKIPPED with a skip factor of .75 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING NsMQNmeNn- saaNNNNNN "Nn=sa =NNN NN= NSaCaansa= NSaNaas=s1===m=NNNUN === == =N== == Ha==ts= UNIFORM (k/ft ( CON. or PART. ) ( MOM ENT ) SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft a ft ) -1 2 3 4 5 6 7 8 1 L U .225 1 D U .175 2 L U .225 2 D U .175 3 L U .225 3 D U .175 4 L U .225 4 D U .175 NOTE: SELFWEIGHT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of .75 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.2 - Computed Section Properties for Segments of Nonprismatic Spans Section properties are listed for all segments of each span Page 6 (Grid 12) ADAPT -PT V- 6.08 ACI A= cross - sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in in in in 2 3 4 5 SPAN 1 1 1560.00 .1300E +05 5.00 5.00 2 2232.00 .9161E +05 15.39 8.61 SPAN 2 1 2232.00 .9161E +05 15.39 8.61 2 1560.00 .1300E +05 5.00 5.00 3 2232.00 .9161E +05 15.39 8.61 SPAN 3 1 2232.00 .9161E +05 15.39 8.61 2 1560.00 .1300E +05 5.00 5.00 3 2232.00 .9161E +05 15.39 8.61 SPAN 4 1 2232.00 .9161E +05 15.39 8.61 2 1560.00 .1300E +05 5.00 5.00 5 - D E A D L O A D M O M E N T S , S H E A R S & R E A C T I O N S - a = ! R - - - - _ ========= _ _ = - - = = = = = = = _ _ _ _ _ _ _ _ _ _ _ = = _ _ = U = = _ _ - _ _ = = = = = = _ = = - = _ = = = _ _ _ _ _ _ _ _ < 5.1 SPAN M O M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) - 1 2 3 4 5 6 1 -39.00 64.45 - 194.79 -29.52 46.96 2 - 186.59 48.66 -89.64 -44.40 34.45 3 -62.81 -24.40 - 141.13 -19.51 32.04 4 - 180.99 87.71 -54.73 -47.47 33.88 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -ft) -> - - 1 2 Lower columns Upper columns 1 29.52 -39.00 .00 2 91.35 8.20 .00 3 53.96 26.83 .00 Page 7 4 79.51 -39.86 5 33.88 54.73 6 - L I V E L O A D M O M E N T S , S H E A R S & R E A C T I O N S __== === === = = = = == == _ == _______ - - - -- < -- 6.1 LIVE L 0 A D SPAN MOMENTS (k -f t) and SHEAR FORCES (k) - -> < left* > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> SPAN max min max min max min left right - 1 2 3 4 5 6 7 8 9 - 1 -29.82 7.89 50.11 -13.86 - 145.05 -28.60 -22.14 34.17 2 - 138.90 -39.67 43.37 -16.00 -87.15 23.12 -32.25 24.79 3 -76.72 17.63 24.39 -38.12 - 104.81 -3.69 -19.55 22.98 4 - 134.71 -1.97 65.78 -5.79 -41.04 3.45 -34.55 25.41 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -ft) > < -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min - - 1 2 3 -4 5 6 7 - -- 1 25.15 -3 01 10.52 -39.76 .00 .00 2 68.11 28.52 44.67 -38.52 .00 .00 3 57.01 1.27 41.99 -21.86 .00 .00 4 65.90 10.65 17.55 -47.45 .00 .00 5 26.61 -1.20 45.65 -4.60 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7 - M O M E N T S REDUCED TO FACE -OF- SUPPORT 7.1 REDUCED DEAD LOAD MOMENTS (k -f t) SPAN <- left* -> <- midspan -> <- right* -> - 1 2 3 4 1 -17.96 64.45 - 160.83 (Grid 12) ADAPT -PT V- 6.08 ACI .00 .00 Page 8 2 - 154.58 48.66 -65.09 3 -49.48 -24.40 - 118.42 4 - 146.67 87.75 -30.41 Note: * = face -of- support 7.2 REDUCED LIVE LOAD MOMENTS (k -f t) < left* > < - -- midspan - - - -> <- -- right* SPAN max min max min max min - 1 2 3 4 5 6 7 1 -16.29 6.19 50.12 -13.86 - 120.25 -27.24 2 - 115.50 -37.74 43.37 -16.00 -70.37 20.46 3 -62.67 20.39 24.39 -38.12 -88.42 1.59 4 - 109.58 -1.88 65.78 -5.79 -22.80 2.78 Note: * - face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -f t) aaasUaUm=a al*a=aaa a===== amaa= a= a===== ar=== a== =a =a =a= =aaa == = = = = =a=a==a = = = = = __ Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min - 1 2 3 4 5 6 7 1 -34.25 -11.77 114.57 50.59 - 281.08 - 188.07 2 - 270.08 - 192.32 92.03 32.66 - 135.46 -44.63 3 - 112.14 -29.08 -.01 -62.52 - 206.83 - 116.82 4 - 256.25 - 148.54 153.52 81.96 -53.21 -27.63 Note: * = face -of- support 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES (Grid 12) ADAPT -PT V- 6.08 ACI to ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.08 Date: 08/02/2001 Time: 2:12:10 PM File: Grid 6 1- PROJECT TITLE Family Fun Hotel 1.1 DESIGN STRIP Grid 6 Banded 2 - MEMBER ELEVATION 9 �kl 19.25 9 1 8 00 Q 17.00 9 ""•'••••••.....,....._...................e....-...+•"'"' 1 I 3 • TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 0 4 TENDON PROFILE .. L - r L , 1 L © S • 4#6x70' Q 5.6X11'0' ( 5S 10'S' . guttural 4.3 CGS Distance on) oo 4.5 Force (321.6 kips( 5 - BOTTOM REBAR 5.1 User selected L 5.2 User selected l 5.3 ADAPT selected 5.4 ADAPT selected Q'o' . am .f (321.6 kips) J. J :3 50 -7 25 •500 (321.6 kps( i L L 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars mi 4.15 2.69 ,.9x In` 3 proved a :'IiI_I .II I h ii Hill Hill ,. III I 6.2 Bottom Bars m ax 1.59 o 00 000 7 - PUNCHING SHEAR : ; OK= Acceptable NG =No Good I I ! • =not applicable or not performed : I I I I 7.1 Stress Ratio ; .95 .54 : .49 7.2 Status I OK I OK I OK 8-LEGEND -4 Stressing End -I Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI f, = 5 ksi 4 = 60 ksi (longitudinal) f, = 60 ksi (shear) f = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 9.3 Stressing: f = .8 f 9.4 Strand Area = .153 in 10 - DESIGNER'S NOTES Z � ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support®AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Aug 2,2001 At Time: 14:11 PROJECT FILE: Grid 6 P R O J E C T T I T L E : Family Fun Hotel Grid 6 Banded 1 - USER SPECIFIED GENERAL D E S I G N P A R A M E T E R S ====== a a a as a a a s a a a s a m a a a a a a a a a a a= a a a a a a a a a a a a S a a a= a a a a a a a C a a S a a a a a S s2II a a a a a a= a Cf CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.00 ksi for COLUMNS 3604.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom 6.000 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in 2 Page 2 (Grid 6) ADAPT -PT V- 6.08 ACI Z 1 1-: POST - TENSIONING: 1 SYSTEM UNBONDED cc L Ultimate strength of strand 270.00 ksi a U Average effective stress in strand (final) 175.00 ksi 00 trand area .153 inA2 U) W Min CGS of tendon from TOP 3.50 in Min CGS of tendon from BOTTOM for INTERIOR spans 2.25 in N Min CGS of tendon from BOTTOM for EXTERIOR spans 2.25 in W O Min average precompression 125.00 psi }}.. Max spacing between strands (factor of slab depth) 8.00 — � Tendon profile type and support widths (see section 9) u- SQ ANALYSIS OPTIONS USED: F W Structural system ....(using EQUIVALENT FRAME) TWO -WAY 3,F Moments REDUCED to face of support YES 1- O Limited plastification allowed(moments redistributed) NO Wu' 0 c o O — O I- WW 2 - I N P U T G E O M E T R Y ° ___________===========_________________________ ______________________ = = = = =ac== 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS ur U — S F1 I ( TOP BOTTOM /MIDDLE I p P 01 I I FLANGE I FLANGE I REF I MULTIPLIER Z A RI LENGTH WIDTH DEPTH width thick.' width thick.IHEIGHTI left right N MI ft I in in ( in in I in in I in I 1 3 - - - -4 5 6 7 8 9------- 10 - - - -11 12- - - -13- 1 1 19.25 156.00 10.00 .00 .50 .50 2 1 16.00 156.00 10.00 .00 .50 .50 3 1 17.00 156.00 10.00 .00 .50 .50 LEGEND: 1 - SPAN C = Cantilever 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line Page 3 (Grid 6) 2.1.5 - D R O P C A P A N D D R O P PANEL D A T A _- -__ - -_ ___ = __ - -- CAPT CAPE CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR JOINT in in in in in in in in in - - 1 2 3 4 5 6 7 8 9 10 1 .00 .00 .00 .00 .00 .00 .00 .00 .00 2 24.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 3 24.00 48.00 24.00 24.00 .00 .00 .00 .00 .00 4 .00 .00 .00 .00 .00 .00 .00 .00 .00 LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPE = Transverse Width CAPDL = Extension left of joint CAPDR = Extension right of joint SUPPORT < WIDTH LENGTH JOINT in ft - - 1 2 3 1 18.00 10.00 2 18.00 10.00 3 18.00 10.00 4 18.00 10.00 2 . 2 - S U P P O R T W I D T H A N D LOWER COLUMN B(DIA) D in in 4 5 6 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) 18.00 .00 (1) ADAPT -PT V- 6.08 ACI DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPB = Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint > CBC* C O L U M N DATA < UPPER COLUMN LENGTH B(DIA) D ft in in 7 .00 .00 .00 .00 8 .00 .00 .00 .00 *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 > CBC* 9--- -10 - -- .00 (1) . 00 (1) . 00 (1) .00 (1) 30 wiLi 00 UO Nu_ W D CO 3 W a M 1 F- W W u" O u. z U o O Page 4 (Grid 6) ADAPT -PT V- 6.08 ACI h - I N P U T T A P P L I E D LOADING U O ==========-=. = = = == = === == ____ = =___ =_ = =_ =_ CO p CO W < - -- CLASS - - -> < TYPE > J D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM Wu, L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT W O Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading g d Unit aelfweight W = 150.0 pcf N O W Intensity ( From ... To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k /ft "2 ( ft ft ) (k -ft or k ...ft) k /ft Z - 1 2 3 4 5 6 7 8 9 0 1. UJ W 1 L U .225 .00 17.25 2.925 D p 1 L U .225 17.25 19.25 2.925 N 1 D U .175 .00 17.25 2.275 O t 1 D U .175 17.25 19.25 2.275 W W 1 SW P .00 17.25 1.625 U 1 1 1 SW P 17.25 19.25 2.325 O Z 2 L U .225 .00 2.00 2.925 U N 2 L U .225 2.00 14.00 2.925 O 2 L U .225 14.00 16.00 2.925 Z 2 D U .175 .00 2.00 2.275 2 D U .175 2.00 14.00 2.275 2 D U .175 14.00 16.00 2.275 2 SW P .00 2.00 2.325 2 SW P 2.00 14.00 1.625 2 SW P 14.00 16.00 2.325 3 L U .225 .00 2.00 2.925 3 L U .225 2.00 17.00 2.925 3 D U .175 .00 2.00 2.275 3 D U .175 2.00 17.00 2.275 3 SW P .00 2.00 2.325 3 SW P 2.00 17.00 1.625 NOTE: LIVE LOADING is SKIPPED with a skip factor of .75 Page 5 (Grid 6) ADAPT -PT V- 6.08 ACI 3 Section properties are listed for all segments of each span A= cross - sectional geometry Yt= centroidal distance to top fiber I= gross moment of inertia Yb= centroidal distance to bottom fiber SPAN AREA I Yb Yt (SEGMENT) in in in in 2 3 4 5 SPAN 1 1 1560.00 .1300E +05 5.00 5.00 2 2232.00 .9161E +05 15.39 8.61 SPAN 2 1 2232.00 .9161E +05 15.39 8.61 2 1560.00 .1300E +05 5.00 5.00 3 2232.00 .9161E +05 15.39 8.61 SPAN 3 1 2232.00 .9161E +05 15.39 8.61 2 Z 1 al l W 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING J V __ = == ___ = = == =__= 0 0 V) 0 COW UNIFORM (k /ft ( CON. or PART. ) ( MOM ENT ) SPAN CLASS TYPE LINE(k /ft) ( k@ft or ft -ft ) ( k -ft @ ft ) W O - 1 2 3 4 5•• 6 7 8 2 }} gJ 1 L U .225 ua. 1 D U .175 — 0 2 L U .225 W 2 D U .175 g- 3 L U .225 1- I 3 D U .175 u j NOTE: SELFWEIGHT INCLUSION REQUIRED 2 LIVE LOADING is SKIPPED with a skip factor of .75 0 0 O N 01— 1/1 u i 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S Z ============== a=====_____======= a====== ee======= =a = = == =___________ = = = = == == = = = == W y) v 4.2 - Computed Section Properties for Segments of Nonprismatic Spans 0 Z Page 6 2 (Grid 6) ADAPT -PT V- 6.08 ACI 1560.00 .1300E +05 5.00 5.00 5 - D E A D L O A D M O M E N T S , S H E A R S & R E A C T I O N S < 5.1 S P A N MOMENTS (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(l)* Midapan M(r)* SH(1) SH(r) - 2 3 4 5 6 1 -45.17 75.30 - 166.94 -31.28 45.19 2 - 136.14 4.62 - 107.02 -34.42 30.78 3 - 130.22 60.01 -32.93 -40.19 27.51 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -f t) -> - -1 2 Lower columns - -- -Upper columns 1 31.28 -45.17 .00 2 79.61 30.80 .00 3 70.97 -23.20 .00 4 27.51 32.93 .00 6 - L I V E L O A D M O M E N T S , S H E A R S & R E A C T I O N S _====_=_=_====== t===============================_ = = = = = == == = = = ==-= = = = = = == = = = == = == < -- 6.1 LIVE L O A D SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> < left* > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> SPAN max min max min max min left right - 1 2 3 4 5 6 7 8 9 -- 1 -33.87 4.85 56.47 -8.53 - 124.16 -13.20 -23.46 32.84 2 - 101.06 -23.92 29.38 -26.80 -81.06 -17.50 -24.76 22.04 3 -96.65 -11.98 44.99 -9.83 -24.69 5.07 -29.10 20.63 Note: * = Centerline moments Page 7 <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k ft) > 7- MOMENTS REDUCED TO FACE -OF- SUPPORT (Grid 6) ADAPT -PT V- 6.08 ACI < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN - - -> JOINT max min max min max min - - 1 2 3 4 5 6 7 - -- 1 25.32 -1.85 6.47 40.35 .00 .00 2 62.92 19.76 46.81 23.71 .00 .00 3 58.46 18.59 22.93 40.34 .00 .00 4 22.97 -2.34 31.46 -6.77 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases aaaaaaanaaxss axaaaaa a==nn nsman=an==a =aaaaaaaaaaaannam==== a=naaaanaa == ===== 7.1 REDUCED DEAD LOAD MOMENTS (k -ft) SPAN <- left* -> <- midspan -> <- right* -> - 1 2 3 4 1 -22.80 75.29 - 134.33 2 - 111.58 4.62 -85.25 3 - 101.33 60.01 -13.40 Note: * = face -of- support 7.2 REDUCED LIVE LOAD MOMENTS (k -ft) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min - 1 2 3 4 5 6 7 1 -17.10 3.81 56.47 -8.53 - 100.33 -12.57 2 -83.32 -14.05 29.38 -26.80 -65.83 -11.11 3 -75.66 -11.35 44.99 -9.83 -11.29 3.76 Note: * = face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) Page 8 (Grid 6) ADAPT -PT V- 6.08 ACI Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 -39.90 ' -18.99 131.76 66.76 - 234.67 - 146.91 2 - 194.90 - 125.63 34.00 -22.18 - 151.08 -96.36 3 - 176.99 - 112.68 105.00 50.17 -24.69 -9.64 Note: * = face -of- support 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES ---=-========-_==-=-_================== == = = =- = = =_ = = = == = = = =_== = =_____ == = = == == 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 - simple parabola 2 = partial parabola 3 = harped tendon 9.2 T E N D O N P R O F I L E TYPE Xl /L X2 /L X3 /L A/L 1 2 3 4 5 1 2 .100 .500 .100 .000 2 2 .100 .500 .100 .000 3 2 .100 .500 .100 .000 9.3 - SELECTED POST- TENSIONING FORCES AND TENDON DRAPE Page 9 _ Tendon editing mode selected: FORCE SELECTION Note: * = face -of- support Note: * = face -of- support (Grid 6) ADAPT -PT V- 6.08 ACI < SELECTED VALUES > <- CALCULATED VALUES -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal SPAN (k / -) Left Center Right (psi) (k / -) -1 2 3 4 5 6 7 1 321.600 -5.00 -7.75 -3.50 206.15 2.531 2 321.600 -3.50 -6.25 -3.50 206.15 2.879 3 321.600 -3.50 -7.25 -5.00 206.15 2.782 Approximate weight of strand 373.5 LB 9.5 REQUIRED MINIMUM POST - TENS ION ING FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT -1 2 3 4 5 6 7 - -- 1 .00 137.20 .00 195.00 195.00 279.00 2 .00 .00 .00 279.00 195.00 279.00 3 .00 48.13 .00 279.00 195.00 195.00 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) LEFT* R I G H T * TOP BOTTOM TOP BOTTOM max -T max -C max -T max -C max -T max -C max -T max -C 1 2 3 4 5 6 7 8 9 - 1 - 205.00 - 303.82 - 168.15 - 277.98 2 - 180.17 - 219.23 - 204.05 - 147.27 3 - 194.34 - 183.93 - 230.86 - 250.91 C E N T E R TOP BOTTOM Page 10 (Grid 6) ADAPT -PT V- 6.08 ACI max -T max -C max -T max -C 1 2 3 4 5 1 - 589.41 177.10 - 122.90 2 - 284.78 - 386.82 3 - 493.67 81.37 - 171.66 9.7 POST - TENSIONING B A L A N C E D M OMEN T S, SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) -1 2 3 - - - -- 4 5 6 - - - - -- 1 18.74 -48.73 168.25 -.70 -.70 2 157.58 -16.97 149.50 .56 .56 3 157.25 -42.71 14.99 .34 .34 Note: * • face -of- support < -- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -f t) - -> -joint 2 Lower columns Upper columns 1 .702 18.217 .000 2 -1.262 - 10.725 .000 3 .224 8.392 .000 4 .336 - 14.742 .000 10 -FACTORED M O M E N T S & R E A C T I O N S ======================================================== _____ = == a Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -f t) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min - 1 2 3 4 5 6 7 1 -43.55 -7.14 226.39 115.89 - 328.37 - 178.75 2 - 277.52 - 159.75 72.95 -22.55 - 218.95 - 125.62 3 - 250.77 - 141.25 178.09 84.89 -23.53 2.42 Page 11 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -f t) SPAN < -- left* - -> <- midspan -> < -- right* - -> - 1 - - - -2 3 4 1 18.74 24.98 31.22 2 20.59 16.53 12.47 3 20.19 17.59 14.99 Note: * = face -of- support (Grid 6) ADAPT -PT V- 6.08 ACI 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -f t) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min - 1 2 3 4 5 6 7 1 87.54 41.34 -34.01 - 113.61 .00 .00 2 217.16 143.78 111.97 -7.91 .00 .00 3 198.96 131.18 14.90 -92.67 .00 .00 4 77.90 34.88 84.84 19.86 .00 .00 11 - M I L D S T E E L ==========__==__================_=========_===== = = = = = = = = = = = = = = = = = = = = == = = =e= = = == Support cut -off length for minimum steel(length /span) .17 Span cut -off length for minimum steel(length /span) .33 Top bar extension beyond where required 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments 11.1 TOTAL WEIGHT OF REBAR = 375.2 lb AVERAGE = .6 psf 11.2.1 S T E E L A T M I D - S P A N T O P B O T T O M 4 Page 12 As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in < - - -ULT TENS > (in < - - -ULT TENS > -1 2 3 4 5 6 7 8 9 - -- 1 .00 ( .00 .00 .00) 1.59 ( .55 1.59 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 11.3.1 S T E E L A T S U P P O R T S T O P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in <- --ULT MIN > (in < -- -ULT MIN > - -1 2 3 4 5 6 7 8 9 - -- 1 1.73 ( .00 1.73 .00) .00 ( .00 .00 .00) 2 4.15 ( 4.15 1.73 .00) .00 ( .00 .00 .00) 3 1.93 ( 1.93 1.53 .00) .00 ( .00 .00 .00) 4 1.53 ( .00 1.53 .00) .00 ( .00 .00 .00) 11.2.2 & 11.3.2 SELECTION OF REBAR SPAN ID LOCATION NUM BAR LENGTH [ft] AREA (in - 1 - - - -2 3 4 - - - -5 6 7 1 1 T 4# 6 x 7'0" 1.76 1 2 T 5# 6 x 11'0" 2.20 1 3 T 5# 6 x 5'6" 2.20 1 4 B 6# 5 x 8'0" 1.86 2 5 T 5# 6 x 10'6" 2.20 3 6 T 4# 6 x 6'6" 1.76 Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two -way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 STEEL DISPOSITION - TOP BARS TOP STEEL SPAN 1 ID LOCATION 1 NUM BAR LENGTH (f t] (Grid 6) ADAPT -PT V- 6.08 ACI 31 Page 13 1 1 1 1 2 2 2 3 3 2 3 1 LEFT 2 RIGHT 3 RIGHT 3 LEFT 5 RIGHT 4 LEFT 5 LEFT 6 RIGHT (Grid 6) ADAPT -PT V- 6.08 ACI 4 - - - -5 6 4 # 6 x 7'0" 5 # 6 x 6'0" 5 # 6 x 3'0" 5 # 6 x 5'0" 5 # 6 x 5'0" 5 # 6 x 2'0" 5 # 6 x 5'6" 4 # 6 x 6'6" 11.5.2 STEEL DISPOSITION - BOTTOM BARS BOTTOM STEEL SPAN I ID LOCATION 1 NUM BAR LENGTH Eft) 1-- - -1 - -2 3 1--- 4 - - - -5 6 1 14 CENTER 1 6# 5 x 8'0" I I 12 - P U N C H I N G SHEAR C H E C K t a a a a a a U a a a s s a a as ==================== s a a a= a= a a= a == a == a == a= a a s a s a a a a a ===== a a a a O= LEGEND: CONDITION... 1 a INTERIOR COLUMN 2 a END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON - CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> shear moment due to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 8 9 10- 1 2 87.54 113.61 155.89 72.17 228.06 240.42 .95 1 Page 14 (Grid 6) ADAPT -PT V- 6.08 ACI Z 2 1 217.16 111.97 111.16 14.49 125.65 234.27 .54 2 3 1 198.96 92.67 101.85 11.99 113.84 234.27 .49 2 1"- W 4 2 77.90 84.84 138.72 47.46 186.18 240.42 .77 1 d U 00 PUNCHING SHEAR CHECK SATISFACTORY WC NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY NU- WO 2 13 - MAXIMUM SPAN D E F L E C T I O N S g- m= m mm =mam=====a= = =U Um=E= = = == mssazm . === =m= == ==== = = =_ =_.= = === == == == == D D. a Concrete's modulus of elasticity Ec a 4030.00 ksi W Creep factor K = 2.00 Z Ieffective /Igross...(due to cracking) K 'a 1.00 O W H uj Where stresses exceed 6(fc') "1/2 cracking of section is allowed for. 2 Q Values in parentheses are (span /max deflection) ratios 00 < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > U F = WW SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP U -1 2 3 4 5 6 F 1 .07 .04 .11( 2082) .05( 4209) .17( 1393) 2 -.01 -.01 -.02( 9745) - .01(19137) -.03( 6457) U N 3 .05 .02 .06( 3519) .04( 5756) .09( 2183) F- O Z ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.08 Date: 08102/2001 Time: 2:57 :51 PM File: Grid 10 1- PROJECT TITLE Family Fun Hotel 1.1 DESIGN STRIP Grid 10 Banded 2 - MEMBER ELEVATION [RI 19.25 Q 1300 7.00 21.90 9 9 • _.. I • I _r_ `I-- 3 - TOP REBAR 3.1 User selected T L ♦ i 1 3.2 User selected r r T T . 1 1 3.3 ADAPT selected © 6413x 0 (;) , 3.4 ADAPT selected Q X7'0' Q esex t i o Q Wex t ra• Q7 srexrs• L. OaafumDLTne PROFILE 4.3 CGS Distance [in) 4.00 .715 .3 50.3 50 4 50 •3 50 -3'50 •3.75 .3 604 50 .7.75 •5.00 4.5 Force (321 6 kps] 1321.6 Alps] (321.6 kips) 1321 6 kips( 5 - BOTTOM REBAR 5.1 User selected ' T l 1 1 5.2 User selected ' .. r. 1 5.3 ADAPT selected Q4asxo-6• 5.4 ADAPT selected �sr5X31 ( ) 5$5X1or6- 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars rnax 6.06 4 15 2.M 7.32 tIn`) 5. required • 1 provided Q . ; MI MI MI I. 1 IL ■■■i\Y 6.2 Bottom Bars maX 1.39 0.00 0 00 2.51 7 - PUNCHING SHEAR : OK= Acceptable NG =No Good I I I I I ' =not applicable or not performed I I I I I I I I I I 7.1 Stress Ratio : .89 : .53 : .2 : .6 7.2 Status I OK I OK I OK I OK 8 - LEGEND - 4 Stressing End -I Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI r, = 5 ksi f„ = 60 ksi (longitudinal) f� = 60 ksi (shear) f,,, = 270 ksi 9.2 Rebar Cover: Top = 1 in Bottom = 1 In Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 9.3 Stressing: f„ = .8 f,,, 9.4 Strand Area = .153 in 10 - DESIGNER'S NOTES ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST - TENSIONED BEAM /SLAB DESIGN Version 6.08 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support9AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Aug 2,2001 At Time: 14:57 PROJECT FILE: Grid 10 P R O J E C T T I T L E : Family Fun Hotel Grid 10 Banded 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S aaaa=======aaaaa=aaaaaaaaa =aaaa== a aaa==aaaaaaaaaaaaaaaaa======aa =aaaa = =aaaaaa5 CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi for COLUMNS 4000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.00 ksi for COLUMNS 3604.00 ksi CREEP factor for deflections for BEAMS /SLABS CONCRETE WEIGHT SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top At Bottom COMPRESSION STRESS limits (multiple of (f'c)) At all locations 2.00 NORMAL 6.000 6.000 .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.00 in Minimum Cover at BOTTOM 1.00 in • „al 00 tu 0 u. w0 IL u' O ld 2 p SAFE v6.44 File: HIGHPOOL Kip -in Units PAGE 3 August 2,2001 16:20 Family Fun Hotel Upper Pool Mat POINT LOADS Load Case LL POINT VERTICAL MOMENT -X MOMENT -Y 8 30.00 0.000 0.000 9 40.00 0.000 0.000 • SAFE v6.44 File: HIGHPOOL Kip-in Units PAGE 4 August 2,2001 16:20 Family Fun Hotel Upper Pool Mat SURFACE LOADS Load Case LL AREA UNIFORM-W 1 6.944E-04 2 6.944E-04 .111.Z SAFE v6.44 File: HIGHPOOL Kip -in Units PAGE 5 August 2,2001 15:20 Family Fun Hotel Upper Pool Mat STATIC LOAD CASES STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DL DEAD 1.0000 3.0000 LL LIVE 0.0000 3.0000 SAFE v6.44 File: HIGHPOOL Kip-in Units PAGE 6 August 2,2001 16:20 Family Fun Hotel Upper Pool Mat LOAD COMBINATION DATA COMBO CASE TYPE FACTOR FACT DL DEAD 1.400 LL LIVE 1.700 UNFACT DL DEAD 1.000 LL LIVE 1.000 7t it - SAFE A 0.049 ••••••••====:=Tgrilf=j== OFE2r•"' SAFE v6.44 - File: High Pool - August 2,2001 10:25 - Scale: Fit to Page Bottom X-Strip Reinforcement (Sq-in) - Kip-in Units OMPIINI NI 1.1 ormis••••••■• simmam ' it I IM MO= •1•11s... '"'X.S.11111•1111 I f- 79 —. TEquomut E9 110 " ° — --- 4■11 MIEN Kw' c).1 0.1c1 usc: : A F, /-*1 ) Z 2. ' Family Fun Hotel Upper Pool Mat 10 r tal SAFE Q >X SAFE v6.44 - File: HighPool - August 2,2001 10:25 - Scale: Fit to Page Bottom Y -Strip Reinforcement (Sq -in) - Kip -in Units 2. b, :4 OD m BE El El Family Fun Hotel 2-3 Upper Pool Mat SAFE SAFE v6.44 - File: HighPool - August 2,2001 10:26 - Scale: Fit to Page Top X-Strip Reinforcement (Sq-in) - Kip-in Units • Family Fun Hotel 6 Upper Pool Mat 6 J 6 J 8 CM 6 g3] 3 ED 6 21 9 1] 2 Ej T 7 7 , . . ' . t ''\ T4'1111..... ____„,..--prgy,-........- ...4•111: Ir.- Ai _IN PIC hb. i rub., r! %Mk. -Ili PI' I. . d lb.. .."" ,:t. ......rt t 1 . . ■ ...01 ..k lb..... ...aka&s..– vw.T.T. - 41algINV —....... i i "St '1 .011...._ i 2....:n11...- .....'.... SAFE SAFE v6.44 - File: HighPool - August 2,2001 10:26 - Scale: Fit to Page Top X-Strip Reinforcement (Sq-in) - Kip-in Units • Family Fun Hotel 6 Upper Pool Mat 6 J 6 J 8 CM 6 g3] 3 ED 6 21 9 1] 2 Ej m I I 1 1 ¥: . l i il i l l 1 I l i 1 14 1 1 1 l' T1' 1 111 1 W 0 ii A . Ali .. , A411 : 1 , f t•6 i •g , r I, .'s co <"L 7\ 1 ill MID E EiM fiE 1311 ni SAFE v6.44 - File: High Pool - August 2,2001 10:26 - Scale: Fit to Page Top Y-Strip Reinforcement (Sq-in) - Kip-in Units 4 ''' " . ' • — ' , Family Fun Hotel 21) Upper Pool Mat e7t- • 1 t=v /7.. 0.1 ;1,t1 10 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (4251827-5995 • Fax 142518284850 Made by MI5 Date Job No cv Checked by Date Sheet No Description Job Name 1'n1y,1 � FL, - ALL ��.ra•3S (OL — 115 ?5►_ LL T)rcic lo" GR. to 10 -re X 13' & Pi o ) 1 TR. tl = 1Z) Tz.1 1 16 ► / /— .2. I6 19. Z.51 IbI 71 zr 15,25' 11,5' 12.5' 20.S 1 13 13' I 15 / /1' ' rr�_ ` Cyr ✓L.: fihr �xf r. �� P:c •t i 2(n D ,Strnctura /Abstract 1 Pool Caps Design 1 to 25 Post Tension Design " ' 26 to 88 REVISION N0: 1 ADDENDUM STRUCTURAL CALCULATIONS FOR COMFORT SUITES HOTEL TUKWILA, WASHINGTON POGGEMEYER DESIGN GROUP, INC NW DIVISION August 3, 2001 PDG JOB #00095 R T0EiVED CITY Oi= TUr.I ^y'IL/ AUG 0 7 2001 PERMIT CENTER P,'1GI ?S aXP«cs OCTOBER 24 0 2- Doi -09 Project B O ? Type of Inspection: (� Addre s: J / 2- 2--- ? 1 13.44 Date called: 7 �. Special instructions: Dat wanted. 1, r a.m. p.m. Requester: �{ Phone: LIo' r 5,D INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Do/ -o q/ y1 PERMIT NO. (206)431 -3670 Ell Approved per applicable codes. j Corrections required prior to approval. COMMENTS: Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: I ti. ..r August 3, 2001 Structural Abstract Comfort Suites Hotel Tukwila, WA RE: Pool area and freight elevator redesign of piles, foundation, and post tension per owners request. The scope of the design changes related to the pool area, are from grid lines 5 to 10 and B to K. Within this area, we have change the post tension (PT) design running in the north /south direction by relocating the edge of PT to approximately F.5. The PT running in the east/west direction will have adjusted limits near grids 7 and 10. We have also redesigned the two dropped pile caps under the proposed pools. The scope of the design changes related to the freight elevator located on grid 16 is as follows: The elevator pile cap has been removed and two pile caps have been established on grid 16 between grids F and H. The post tension has been adjusted along grid 16 to compensate for the design change. Structural drawings affected by these changes are S2 -Pile Plan, S3 -Post Tension Plan, and S9- Foundation Details. We have added an additional drawing S14- Miscellaneous Details reflecting section cuts through the new design. These design changes only affect the pile plan, the foundation plan and the post tension plan. The structure above the foundation will remain the same with the piles supporting the building remaining in the same locations. The piles that were supporting the pool have been revised per the owner's request. Exclusions Temporary Earth Shoring and Pool Design: Not by Poggemeyer Design Group, Inc. Prepa 1 Jas • Hill, Project Engineer Poggemeyer Design Group, Inc. A POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS Poggerneyer Design Group, Inc 512 Sixth Street South. Suite 202 Kirkland. WA 98033 (425) 827 -5995 Fax (425) 828 -4850 -7 1 L f t 1 , 13 if A [ . - SAFE SAFE v6.20 - File: LowPool - August 2,2001 8:52 - Scale: Fit to Page Structural Layer Plan View - Kip-in Units Family Fun Hotel Lower Pool Mat • ri,7.s p p.2., 6 6,. 1 c c , 6 ' 77 - SAFE SAFE v6.20 - File: LowPool - August 2,2001 8:52 - Scale: Fit to Page Structural Layer Plan View - Kip-in Units Family Fun Hotel Lower Pool Mat SAFE v6.44 File: LOWPOOL Kip -in Units PAGE 1 August 2,2001 16:22 Family Fun Hotel Lower Pool Mat SURFACE LOADS Load Case DL AREA UNIFORM -W 2 0.003 3 0.003 4 0.003 2 SAFE v6.44 File: LOWPOOL Kip -in Units PAGE 2 August 2,2001 16:22 Family Fun Hotel Lower Pool Mat SURFACE LOADS Load Case LL AREA UNIFORM -W 2 6.944E -04 3 6.944E -04 4 6.944E -04 SAFE v6.44 File: LOWPOOL Kip-in Units PAGE 3 August 2,2001 16:22 Family Fun Hotel Lower Pool Mat BEAM SECTION PROPERTIES SECTION ELASTIC POISSONS SECTION MOMENT SHEAR TORSION UNIT LABEL MODULUS RATIO AREA INERTIA AREA CONSTANT WEIGHT BEAM1 3600.000 0.200 288.000 13824.000 240.000 9492.120 8.681E-05 1 SAFE v6.44 File: IOWPOOL Kip -in Units PAGE 4 August 2,2001 16:22 Family Fun Hotel Lower Pool Mat B E A M S E C T I O N P R O P E R T I E S SECTION TOTAL LABEL WEIGHT BEAM' 0.000 SAFE v6.44 File: LOWPOOL Kip -in Units PAGE 5 August 2.2001 16:22 Family Fun Hotel Lower Pool Mat SLAB S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SLAB SLAB SLAB UNIT LABEL MODULUS RATIO THICKII THICKJJ THICKIJ WEIGHT MAT 3605.000 0.200 18.000 18.000 18.000 8.680E -05 SAFE v6.44 File: LOWPOOL Kip -in Units PAGE 6 August 2,2001 16:22 Family Fun Hotel Lower Pool Mat SLAB S E C T I O N PRO PERT I E S SECTION TOTAL LABEL WEIGHT MAT 322.911 • SAFE v6.44 File: LOWPOOL Kip -in Units PAGE 7 August 2,2001 16:22 Family Fun Hotel Lower Pool Mat S U P P O R T P R O P E R T I E S SUPPORT CONSTANT CONSTANT CONSTANT LABEL KZZ KRX KRY PILE 7644.673 619219 619219 GRADEBEA 1201.667 57680.000 SOIL1 0.100 SAFE v6.44 File: LOWPOOL Kip -in Units PAGE 8 August 2,2001 16:22 Family Fun Hotel Lower Pool Mat S T A T I C LOAD CASE S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DL DEAD 1.0000 3.0000 LL LIVE 0.0000 3.0000 g • SAFE v6.44 File: LOWPOOL Kip-in Units PAGE 9 August 2,2001 16:22 Family Fun Hotel Lower Pool Mat LOAD COMBINATION DATA COMBO CASE TYPE FACTOR COMB1 DL DEAD 1.400 LL LIVE 1.700 COMB2 DL DEAD 1.000 LL LIVE 1.000 1". • , . SAFE SAFE v6.20 - File: LowPool - August 2,2001 8:50 - Scale: Fit to Page Bottom X -Strip Reinforcement (Sq in - Kip -in Units n VSE= + p 1 , 5 0 .�. Family Fun Hotel I I Lower Pool Mat SAFE SAFE v6.20 - File: LowPool - August 2,2001 8:50 - Scale: Fit to Page Bottom Y -Strip Reinforcement (Sq -in) - Kip-in Units M ® ® ® 111 ® TO ® Family Fun Hotel Lower Pool Mat SAFE SAFE v6.20 - File: LowPool - August 2,2001 8:51 - Scale: Fit to Page Top X -Strip Reinforcement (Sq -In) - Kip-in Units 6.(517 ink 5 ti Z`i`1 :0 1, & Ier.t, I Family Fun Hotel Lower Pool Mat 2 e ® frki ...talin■,,i I I zik....._...:33===zs I Y e. A / —al ,N.PA...._. >-x f , : SAFE SAFE v6.20 - File: LowPool - August 2,2001 8:51 - Scale: Fit to Page Top X -Strip Reinforcement (Sq -In) - Kip-in Units 6.(517 ink 5 ti Z`i`1 :0 1, & Ier.t, I Family Fun Hotel Lower Pool Mat 2 e ® frki - SAFE Eil 6 0 El 0 EJ ICJ SAFE v6.20 - File: LowPool - August 2,2001 8:51 - Scale: Fit to Page Top Y -Strip Reinforcement (Sq -in) - Kip -in Units / 06 ft 1 5`� Family Fun Hotel 1 - Lower Pool Mat I 0 A 1 .1 - SAFE Eil 6 0 El 0 EJ ICJ SAFE v6.20 - File: LowPool - August 2,2001 8:51 - Scale: Fit to Page Top Y -Strip Reinforcement (Sq -in) - Kip -in Units / 06 ft 1 5`� Family Fun Hotel 1 - Lower Pool Mat SAFE 5" PIP t ' SAFE v6.44 - File: HighPool - August 2,2001 10:26 - Scale: Fit to Page Structural Layer Plan View - Kip -In Units Family Fun Hotel IS Upper Pool Mat 13 I f! 1 3 ' it T , 11 ��Il_c5 3' ii `T" 11 14 /,' -_ 11 i! !I ,9'Zt 1 _ F! _ ,V''1 T i I 0.^1 _ II I 41 11 II II Y i i I >X SAFE 5" PIP t ' SAFE v6.44 - File: HighPool - August 2,2001 10:26 - Scale: Fit to Page Structural Layer Plan View - Kip -In Units Family Fun Hotel IS Upper Pool Mat 1 SAFE v6.44 Pile: HIGHPOOL Kip -in Units PAGE 1 August 2,2001 16:20 Family Fun Hotel Upper Pool Mat POINT LOADS Load Case DL POINT VERTICAL MOMENT -X MOMENT -Y 8 50.00 0.000 0.000 9 60.00 0.000 0.000 Yl' SAFE v6.44 File: HIGHPOOL Kip -in Units PAGE 2 August 2,2001 16:20 Family Fun Hotel Upper Pool Mat SURFACE LOADS Load Case DL AREA UNIFORM -W 1 0.002 2 0.002 !7 OUTLINE SPECIFICATIONS COMFORT ,SUITES, TUKWILA WA 1 DIVISION: BID AND CONTRACT REQUIREMENTS 2 DIVISION: SITE WORK 3 DIVISION: CONCRETE 4 DIVISION: MASONRY 5 DIVISION: METALS 6 DIVISION: WOOD & PLASTICS 7 DIVISION: THERMAL & MOISTURE PROTECTION 8 DIVISION: DOORS & WINDOWS 9 DIVISION: FINISHES 10 DIVISION: SPECIALTIES 11 DIVISION: EQUIPMENT 12 DIVISION: FURNISHINGS 13 DIVISION: SPECIAL CONSTRUCTION 14 DIVISION: CONVEYING SYSTEMS 15 DIVISION: MECHANICAL 16 DIVISION: ELECTRICAL EXHIBIT A: List of Industry Associations and Abbreviations (lpg) EXHIBIT B: Construction Documents Abbreviations (3pgs) EXHIBIT C: Mechanical Bidder - Design Outline Specification (26pgs) EXHIBIT D: Soils Investigation Report EXHIBIT E: Bidder - Design Guidelines by Hotel Franchise (39pgs) EXHIBIT F: Washington State (Non - Residential and Residential) Energy Code Forms for Mechanical and Electrical Bidder - Design Guidelines (15pgs) EXHIBIT G: CADD Standards 160specindex032301.xls. 2/9/01 DOW FLETCHER and ASSOCIATES MAR 2 8 1001 HEroir - ocI Index Page 1 of I 1 DIVISION: BID AND CONTRACT REQUIREMENTS Scope of Work: All work referred to in this specification and the drawings is new, unless noted otherwise, and includes providing all labor, materials, equipment and services, including minor items omitted from but obviously necessary to construct the work and achieve the intent of the Construction Documents (drawings, notes, and specifications). Services and Work not specifically detailed or noted but obviously necessary to provide a complete and finished project shall be done on a Bidder - Design basis in accordance with the most stringent standards in the most current published edition of (1) codes; (2) other detailed work in the drawings; (3) industry association standards, including but not limited to those associations listed below; (4) manufactures recommendations, (5) local customary construction standards; or Hotel Franchise Construction Standards (See Exhibits to this Specification). Bidders shall examine and become familiar with all bid documents and site conditions related to the work and note any questions regarding the intent of the documents before submitting any bids. Contractors are responsible for any unanticipated costs which may be incurred as a result of failure to verify or seek clarification regarding site conditions or other information in the construction documents. Contractors are expected to provide a complete and finished product constructed in a workmanlike manner equal to or better than the above referenced standards. Terminology: A. "approved... ", "selected... ", "directed..." or similar such terms: ...in writing, by the Owner or such parties or standards as he may designate that authority. B. "approved equal ": substitute products which are approved (in writing) prior to start of work. C. "code ": includes conditions specified by the permit/s. D. "contractor /s ": GC, subcontractor, and other suppliers who perform work on the construction of the project. E. "drawings ": includes these specifications and vice- versa. F. "Owner ": "Legal Owner (or designated agent by power of attorney) and Architect" for all notification, approval and other communication purposes. G. "selected" or "tbd ": selected from Contractor supplied product data and samples, complete with full range of colors etc. for at least (2) manufacturers of an item. H. "typical ": the detail or specification shall be used throughout for similar conditions unless otherwise noted. I. "submit ": submit to and obtain approval of the Owner prior to order materials or Labor for the work List of Industry Associations and abbreviations: See Exhibit A. Abbreviations: See Exhibit B. Salvage: Owner shall be given first right to claim salvage materials. All salvage not claimed by the Owner shall be disposed of by the Contractors. Coordination: 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA Page 1 of •k;; OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA Contractors are responsible for, through the GC, with all other trades on the project (including bidder - design contractors such as electrical and mechanical contractors) whether or not they are under separate contract/s. Clarify with the Owner and note on the bid any such work not to be included under this provision. Bid Form: Contractors shall submit all bids on the provided Bid Form or, in the absence thereof, on a proprietary form which provides a detailed, CSI based, schedule of values. Payment Schedule: Payment for work shall be made on a progress of completion basis. Any substantial advance payments shall be made for deposits on materials only and shall be made jointly to the supplier and the. Retention: A maximum of 10% (ten percent) of the amount of each payment request shall be retained until completion of the contract. Completion of the contract shall include construction of all work described in the drawings and specifications; providing of manufacturers warrantees and labor /material lien releases or waivers; and, providing of as -built record drawings with notes and sketches for locations of all under ground work and plan revisions during construction. A portion of the final payment may be retained until the respective punch list items are completed. Substitutions: Occasionally this specification and the drawings will establish quality standards for products by listing a manufacturer and catalog number. Substitutions will be allowed only if they are noted in the bid along with a submittal of three (3) copies of product data which demonstrate the substitution is an approved equal (to that specified) by written calculations, independent testing reports, submission of samples, etc. COST SAVING SUGGESTIONS BY THE BIDDER ARE ENCOURAGED AND, WHEN NOTED, WILL BE CONSIDERED AS AN ALTERNATE PRICE TO THE ADVANTAGE OF THE RESPECTIVE BIDDER. All substitutions must be approved by the Owner. Allowances, Changes, Alternates including Unit Costs and Options: Shall be for amounts of contractor supplier invoice prices and /or payroll vouchers only, unless otherwise agreed to in writing. All contractor profit and overhead shall be added as a separate line item per the contract. Provide material only (unless other called for) allowance amounts (and the basis thereof) on the bid form for all work called out as to be selected or otherwise not specified or quantified in the drawings or specs. Installation (including procurement, delivery, fastening, connection, cost of substrate material, prep and other incidental installation material and labor costs) labor for material allowance items shall be included in the base bid unless otherwise noted. Cost changes for allowance items must be approved in writing prior to ordering. Any unused portion of an allowance shall be credited to the Owner. Change Order forms shall be prepared by the contractors. Bid Meetings (unless waived by the Owner): 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 2 of 2..:- OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA A. Pre -bid meeting /s: To clarify bidding conditions. B. Pre - contract meeting: To review the apparent low bid. Existing Conditions: Any question regarding the construction documents or related existing site conditions (ie. existing damaged work etc.) shall be noted on the bid. Otherwise the Contractors may be held responsible for providing /repair of such work. Notices and other Communications: All notices, submittals, requests for approvals, requests for clarification, and other communications by the contractors shall be directed to the Owner (one original copy to the Owner, and the balance of approval copies to the Architect), through the GC, via USPS or delivered directly to the person. Shop Drawings: All shop drawings, samples, submittals, etc shall be approved prior to ordering of materials and labor. Submit shop drawings of portions of the work not specifically detailed in the drawings or specifications, and shall include a review stamp, date and marks by the GC. Submit one reproducible master copy of each sheet for sheets 11" x 17" or smaller on white paper suitable for copying. Submit (6) copies of all other sheet sizes. A review of the master copy will be stamped and returned to GC within two weeks for copying and distribution. It is assumed that no shop drawing or related submittal comprises a variation from the contract documents unless Contractor advises otherwise via a written instrument which is acknowledged by the Owner in writing. If the shop drawings differ from or add to the structural drawings, they shall bear the seal and signature of a Structural Engineer, registered in the State of Washington. CADD Standards: All cad drawings shall be prepared in accordance with the attached CAD Standards, Exhibit G. Special Inspections and Tests: As required by Engineer or local jurisdictions, are to be performed by an independent testing agency and paid for by the Owner. Contractor to verify requirements for these with the Engineer prior to beginning project and be responsible for contacting agency with adequate prior notice and to allow full access to work. The following special inspections are required as well as where noted in individual sections of the drawings and specifications. A. Special inspection required during the taking of test specimens and placing of all reinforced concrete except slabs on grade. B. Special inspection required of all concrete reinforcement prior to concrete placement, except slab on grade reinforcement. C. Special inspection required of all structural welding unless welding is done in an approved fabricators shop. Special inspection of welding may be performed on a periodic basis per U.B.C. Section 1701.5.5.1, 5.2, 5.3. D. Special inspection required of all drilled, epoxy anchors in concrete or masonry. Provide Engineer with copy of all inspection reports. Testing performed at Contractors' option to be paid for by Contractor. 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 3 of ,3Z, =.9 p OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA Temporary Bracing: Contractors shall be solely responsible for the structural stability during construction. The structure shown on the drawings has been designed for stability under the final configuration only. Contractors shall consider construction loads whenever such loads are in excess of normal design loads. Particular attention should be given to concentrated loads on roof and floor from such items as workman, wheel loads, storage of material, etc. Contractors shall be solely responsible for all shoring, bracing, and cribbing required to support such construction loads. Hazardous Materials: Any prior known asbestos or other hazardous materials in the limits of construction shall be removed by a licensed abatement Contractors under separate contract with the Owner prior to the start of work under this contract. Certification of such removal shall be supplied to the Contractor. Contractors shall give notice to the Owner immediately upon discovery of any such material during the construction of the work. Schedule: A construction schedule (bar chart or cpm) shall be submitted to the Owner by the GC prior to start of any work. The schedule shall include a minimum of items outlined on the Schedule of Values, including separate contractors and weekly detail for the duration of the project. Separate Contracts: Clarify with the Owner and note on the bid all work to be done by the Owner or others, ie. not in the construction contract (NIC). Access, Staging, and Storage: Use of the existing access and facilities for staging, parking, storage, etc. by contractors shall be noted in the bid and scheduled at the "Pre- contract" or "Pre- construction" meeting and /or with the Owner 48 hrs in advance of use and shall be given a mutually agreed upon fixed time of duration. All materials and equipment shall be stored and protected in accordance with manufacturer and /or industry most stringent standards. Schedule of Values (SOV): The GC shall prepare a schedule of values; and list all major subcontractors, material suppliers and associated contractors labor. Deliver a preliminary draft to the Owner prior to execution of the contract. The final draft shall be submitted with the first payment request and SOV. The SOV and list shall be updated with completion percentages for all subsequent requests. Use Bid Form categories as a minimum for this requirement. Drawings and Specifications: The documents have been drafted using standard conventions and techniques for indicating size, location, type, and other relevant information regarding the work. All undimensioned items are shown as schematic and must be located by the contractor per code, equipment, and user requirements. Any questions as to the intent of the documents shall be raised prior to the bid, and any question after same shall not necessarily be reason for increase in price to 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 4 of L OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA the contract. All work noted on the drawings is "new" unless noted otherwise ( "existing ", etc.). The specifications and drawings are complementary. The drawings and these specifications are hierarchical in priority of requirement for compliance, ie general requirements apply to all more specific requirements and If there is any conflict in requirements the most stringent shall apply and the contractor shall immediately request a clarification. Dimensions and Elevations: The contractor shall be responsible for checking all drawing and site dimensions and elevations and determining any errant or omitted dimensions and elevations prior to starting any work on the job. Do not scale drawings for construction dimensions. Any related questions shall be directed to the Owner immediately. Codes and Regulations: All work shall comply with the latest adopted edition of state and local codes and amendments including the Uniform Codes (UBC etc.), National Electrical Code (NEC), Washington State Building Code, Washington State Energy Code, National Fire Protection Association codes (NFPA), OSHA regulations including Utility company regulations, and, the requirements of any other regulatory agencies having jurisdiction over the project. Nothing in these specifications shall be construed to permit work not conforming to these codes and regulations. Final interpretations shall be made by the local inspection authority. The General Contractor is expected to have basic knowledge of local construction standards, codes, (especially UBC Section, Conventional Light Frame Construction, including Table No. 23- II -B -1 Nailing Schedule) and any other code or installation standards noted in other sections of these specifications. Equipment and material suppliers, specialty contractors, and, design -build contractors are expected to have expert knowledge of codes, installation, and use requirements for their product or services. Permits, Licenses and Fees: Contractor's bids shall include cost to obtain all permits and licenses required by their trade, to coordinate all inspections, and to obtain final acceptance as required for a certificate of occupancy. Except, the Owner shall obtain approval and pay for the general Building Permit. Other required permits shall be obtained by respective specialty contractors and copies shall be given to the Owner prior to starting any related work. Permit submittal drawings for specialty permits, if required, shall be prepared by the respective contractor on a bidder - design basis. The design shall be in conformance with the design of the contract documents and submitted to and approved by the Owner prior to submittal to any public agency. Cutting and Patching: All existing paving, concrete walls, and other similar structures or materials shall be sawcut when removal is required. Project Meetings: Contractors shall notify the Owner at least 48 hours in advance of completion of the respective work to schedule the following review meetings during each phase of construction. Al. Pre - grading and Pre - clearing 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 5 of `,SZn OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA A2. Pre - foundation after grading complete and before start new foundation work. B. Formwork and rebar (before pour concrete) C. Framing and roof sheathing nailing (before roofing, drywall and insulation) D. Drywall (before paint) E. Substantial Completion (after Certificate of Occupancy received, after exterior paving complete, and when secure, weatherproof, and ready for the Owner to occupy). Weekly site meetings shall be scheduled in addition to the above review meetings. Field review by the Owner does not constitute approval of any work not in conformance with the intent of the drawings unless specifically noted at the time and changed in writing. Submittals: Submit (with the same number of original samples, colors, etc) a minimum of (5) copies to the Architect and (1) copy to the Owner. Temporary Facilities and Controls: Contractors provide appropriate security and safety for the project at all times and, provide portable toilet, potable water, and on -site phone facilities during working hours. Protection of Work: All areas of the building /s (interior or exterior) and site (landscaping, walks, etc.) shall be protected against damage, ie. flooring covered, waterproof tarps in place during times when new (or existing) work may be exposed to inclement weather, safety barriers maintained around all hazardous areas, dust control, overspray control, etc. Any damages (including dust, dirt, marring, etc.) shall be repaired at no increase in price to the Contract. Temporary Power: Contractors shall provide temporary power for use during Construction. Guarantees: Contractors shall be responsible for the successful operation and performance of all work, equipment and materials, installed under the Contract for a minimum period of one year from the date of final acceptance. Defective equipment or material shall be repaired or replaced at no additional expense to the Owner. Written guarantees for equipment, waterproofing work (roofing, decks, etc.) and other special guarantees shall be forwarded by contractors for approval before final closeout. Clean -up: The job shall be left broom clean at the end of each day. Each trade is responsible for clean up of their work. All rubbish and debris shall be removed from the site. Any temporary on -site storage shall be in enclosed trash bins provided by the GC. Final cleanup shall include all new surfaces to be without defect, blemish, and to be dust free. All existing items, where occur, shall be restored to their original pre- construction condition or better. Record Drawings: Each trade shall maintain a set of regularly updated record drawing prints, showing the latest construction modifications including Utilities routings, etc. Keep continuously updated 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 6 of i, drawings during progress of the project for ready reference. Upon project completion, deliver record drawings to the Owner. 2 DIVISION: SITE WORK Clearing: A. Clear all organics from under building /s footprint. B. Provide silt fencing and any other clearing requirements in accordance with codes, drawing notes or conditions of permit/s. Demolition: Remove and /or repair /replace any existing irrigation /drainage piping, underground tank facilities, landscaping, wells, buildings, or other site work in the area of the new work which may need to be temporarily disconnected or may be damaged by new work, all in accordance with State, Federal, and Local regulations. Grading: Unless otherwise noted, clear, scarify, fill /compact (max 6" lifts), and grade all finish and subgrade work to drain away from the building at minimum 1/4" in 12" and to meet existing grade swales or slopes a minimum of 5 feet away from all parts of the building. Landscaped areas provide 12" of clean top soil minimum. Excavation: Provide temporary erosion control and store spoils as directed by the Owner and in accordance with codes and drawings. Shore all excavations as required by codes. Export excess approved cut (except for contaminated material) to the adjacent property and grade as directed. Provide an optional unit cost bid for export excess cut to an approved remote disposal. Backfill: Do not reuse any existing soil for backfill unless approved by the Building Official or Engineer in the field Compaction: Min. 90% (95% under structures), unless otherwise called for on the drawings. Soil Treatment: See drawings. Asphalt Paving: Per city standards. Striping: Per city standards. Site Utilities: See drawings and confirm with local Utilities. 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA Page 7 of 1'0 OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA A. POC for all utilities shall be as indicated on the drawings or in accordance with local utility requirements. Sewer and Storm Drainage: A. See Civil Engineer drawings. B. Do not combine storm and foundation drainage collection systems. Form all pipe corners for not greater than 45 degree turns unless otherwise noted. Directional Signage: L &M Allowance. Gates: A. Dumpster = chain link with vinyl slats. B. Pool Patio = solid weatherproof gate with exit hardware and outside lock Landscaping: See Landscape drawings for additional information. A. Furnish all labor, materials, equipment and services, including minor items omitted from the drawings and specifications but obviously necessary to provide landscaping as indicated by the drawings. Include finish grading, soil prep and conditioning, planting, sodding, seeding, staking, etc. as required for a complete installation. Ground covers shall be planted for complete coverage within 1 year after installation. B. Bidder - Design: Design work shall include coordination with the Owner in the field for on- site locating of planting, O &M manuals, guarantees (minimum 1 year), etc. as required for a complete installation. Obtain on -site approval of planting material prior to installation. Irrigation: See Landscape drawings for additional information. A. Include all labor, materials, equipment and services, including minor items omitted from the drawings and specifications but obviously necessary to design and construct a complete Bidder - Design automatic irrigation system. Include controllers, valves, heads, enclosures, etc. as required for complete systems (coordinate with Electrical and Plumbing Contractor for final connection /location B. Bidder - Design: Design work shall include coordination with local utility and building departments for metering and design approval requirements, preparation of design drawing /s on CADD and submittals for system layout, equipment specs, O &M manuals, guarantees, electrical requirements, control schematics, etc. as required for complete systems. Obtain submittal and design drawing approval prior to start of work. Background plan drawings on CADD are available from the Architect. 3 DIVISION: CONCRETE Cast -in -place Concrete: See Structural Notes and Soils Report. Placement & Finish Schedule (unless other noted on the dwgs): 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 8 of A. Driveway and dumpster paving: Min 5" net thick with 6x6/6- 6 wwm over prepared subgrade. Control joints at max 15ft centers and outlining approx square paving areas unless drawn otherwise. Expansion joints at max 30ft. Thicken all perimeter edges to min 8 ". Light broom texture and tooled edges, with natural color, unless otherwise noted. B. Floor slabs: Min 4" net thick with 6x6 /10 -10 wwm over minimum 6 mil vapor barrier and minimum 4" gravel base. Locate control joints as shown on drawings (minimum locate at edges of tile floors). C. Walkway and Patio paving: Min 4" thick with 6x6 /10 -10 wwm over prepared subgrade. Control joint spacing approximately equal to width of walkways and max 10ft at porches and patio slabs in approx square layout pattern, unless drawn otherwise. Expansion joints at max 30 ft. 1. Patio pavement = light broom texture and tooled edges, with natural color, as directed in field. 2. Public Walkways = per City standards. 3. Private Walkways and Steps = light broom texture and tooled edges, with natural color, as directed in field. D. Walls: See drawings for placement and reinforcing requirements. 1. Interior walls = smooth form /sack texture with natural color E. Surface Drainage Paving (swales etc.): Min 4" thick with 6x6/10 -10 wwm, or approved equal, over prepared subgrade. See drawings for other placement and reinforcing requirements. F. Decor paving: Stamped concrete, or concrete pavers over concrete paving (provide option bid), with pattern and border colors as selected. Insulating Concrete: "Gyp -Crete 2000" gypsum self leveling cement, apply 1" as specified on drawings over gyp -crete latex floor primer over plywood sub -floor. Prior to application fill all voids and holes. Note: The building must be heated to 50 degrees for two days minimum prior to application and for at least 14 days after application. Adequate ventilation must be provided to carry-off moisture generated during curing of gyp - crete. Install after gypsum board installation. 1. Manufacturer: Maxxon Corporation. 2. Product: GYP -Crete 2000 3. Contact: 1- 800 - 356 -7887 4 DIVISION: MASONRY CMU: L &M Allowance. OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA Masonry/Stone Veneer (5" Or Less Thickness): All masonry and stone veneer to comply with UBC sect. 1403. All masonry veneer four feet or less in height from adjacent ground elevation or if interior application four feet off finish floor can be exempted from provisions of UBC 1403 if approved by building officials. Masonry or stone units to be installed as per UBC section 1403.6.4.2. Wall ties shall be corrosion resistant, and if made from sheet metal, shall have a minimum thickness of 0.030" (no 22 galvanized sheet gage) by 3 /4" or, if of wire shall have a min. diameter of 0.148" (no. 9 B.W. 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 9 of 6 DIVISION: WOOD & PLASTICS OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA gage). Wall ties shall be spaced so as not to support more than two square feet of wall area but shall not be more than two feet on center horizontally. In seismic zones 3 and 4, wall ties shall have a lip or hook on the extended leg that will engage or enclose a horizontal joint reinforcement wire having a diameter of 0.148" (no 9 B.W. gage) or equivalent. The joint reinforcement shall be continuous with butt splices between ties permitted cc LI U 5 DIVISION: METALS N o w Metal Protection: All exposed exterior ferrous metal (including connectors, bolts, nails, fittings, sheets, etc) shall w o be galvanized. All fasteners in contact with treated wood shall be stainless steel or HD 2 galvanized. Other metallic fastener material shall match fastened material or shall be coated to prevent electrolysis. a w Structural Steel: ? Including plates and rolled shapes, shall conform to ASTM A -36 (Fy = 36 ksi). Bolts shall o conform to ASTM A -307. U O Welding: o F- All welding shall be in conformance with AISC and AWS standards and shall be performed by w WABO certified welders using E70 XX electrodes. All exposed welding to be neat and continuous, grind all exposed surfaces smooth. u. o wZ Drains, Covers, and Frames: c) Bar Grating over laundry trench drain and various sump pits. A. Aluminum rectangular grid, pressure - locked, mill finish, McNichols Company, 1- 800 -237- 3820. B. Altenative Material: Fiberglass reinforced plastic molding grating, Fibergate Corvex, dark green, Composite Structures International, Inc., 1- 972 -250 -1633. Metal Stairs And Railings: A. Steel stairs and stair railings factory primed for painting 1. Steel channel stringers 2. Steel pan treads and landings, filled with concrete. 3. Sheet steel risers. 4. Round steel pipe railings with vertical bar pickets. 5. The Sharon Companies, LTD, Drop -in stair, shop primed, field painted, 1- 800 - 792 -0129. Wrought Iron Railings and Fences /Gates: Black wrought iron, painted. straight square pickets with traditionally styled top rail Framing (unless otherwise noted on the drawings): 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 10 or grrt ii OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA A. Lumber shall be graded and marked in conformance with WCLB standard grading rules for West Coast Lumber No.16 or per WWPA standards, latest edition, and kiln dried to max. 19 percent. Minimum grade shall be HF Stud Grade and Hem -fir (HF) No.2 at all other framing unless otherwise noted on drawings, structural notes, etc. All exposed exterior trim /lumber shall be S4S Appearance Grade cedar, redwood, or MDF exterior primed trim (except glu- lams) with HDG fasteners. B. NA C. Walls: 2x6 exterior walls and 2x4 interior walls, with studs and joists at 16 ", unless otherwise noted. D. Provide solid wood frame backing for all fixtures and finish work support including blocking for door stops, toilet accessories, signs, wall hung cabinets, grab bars, finish materials, handrails, etc. E. Provide fireblocking and draft stopping per UBC including at each floor line and at ceilings lines, each floor and at stairs and above cabinets. F. NA G. Provide continuous bridging /solid blocking at midspans of lumber joists for spans greater than 8' -0 ". H. Provide full square post area bearing (posts, studs, or solid blocking) under all solid and built -up beams with min. double studs under all beam bearing points unless otherwise noted. Solid blocking thru floors to supports below. I. Furr (at 16" on center) down all ceilings to heights indicated on architectural floor plans when the structural ceiling is higher. J. Wood in contact with concrete or masonry, or within 6" of earth, and all exposed exterior wood framing shall be pressure treated. K. Sheathing under bathrooms with shower pans shall be pressure treated. L. Nailing shall be per UBC unless otherwise noted. M. Mudsills shall be bolted to the foundation wall with minimum 1/2 x 10 inch anchor bolts at min 6 foot o.c. (min 4 foot at 2 story structures) unless otherwise noted. There shall be a minimum of two bolts per piece with a bolt within 12 inches of each end. N. All connectors shall be by "Simpson" (unless otherwise noted), or equal, with full nailing or bolting per manufacturer's recommendations. O. Bolt heads and nuts bearing against wood or concrete shall be provided with standard cut washers. P. All fasteners to treated lumber shall be HDG or stainless steel as required to prevent electrolysis with other material. Q. Coordinate with mechanical, plumbing and electrical contractors, through the GC, for locate framing chases, furring, etc. prior to start framing. Exterior Wood Trim: Appearance grade clear Cedar, Redwood, Douglas Fir, or MDF prime trim (match siding material). Submit samples for approval. Size for thickness greater than siding (butt trim and caulk at lap siding, face trim at panel siding). Maximum moisture content: 12% kiln dried. Plywood: APA stamped, exterior grade (minimum CDX) at sheathing, combined subfloor- underlayment at floor and coated deck areas (except use additional 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 11 of .. underlayment at sheet flooring areas). Minimum grade are as follows: A. Floor sheathing = 3/4 inch, index 32/16, T &G, 10d 6/12 (6 "edge nail /12 "field nailing) B. Floor underlayment = 3/8 inch ACX, 4 -ply C. Roof sheathing = 1/2 inch, index 24/0, 8d 6/12, all edges blocked D. Wall sheathing = 1/2 inch, all edges blocked E. Waterproof deck sheathing = per coating manufacturer specs z See drawings for additional requirements. Notify the Owner for nailing review prior to roofing. c w Shear Walls: See Structural Notes. 00 Glu -lam Beams: ° CO W See Structural Notes. Do not field cut beams. Shop fabricate all shapes. Do not drill holes or notch beams without permission of structural engineer. wo Trusses: See structural notes. For light metal connected wood trusses provide shop drawings showing u layout, bearing points, and mechanical equipment support. Design shall be done by an u) w engineer registered in the state of Washington. Shop drawings shall be stamped and signed w by engineer and approved by project engineer and building department prior to erection of o trusses. Install trusses in accordance with manufacturers specifications. Trusses by "Truss- LU LU w joist" corporation or as approved. Truss manufacturers shall submit placement plans, shop 2 drawings and calculations stamped, signed, and dated by a Structural Engineer licensed in the o cn State of Washington. o 1-- ww Finish Carpentry: w o Finish lumber to be plain sawn Hem -fir solids, with WCL 13 or better finish. Owner to select z trim shapes. Carefully cut fit and install all items. Secure with nails and screws etc. Finish to c N be free of hammer marks etc. Install all work true, plumb, and level. Provide all other o incidental fastenings tools and equipment required for the satisfactory fabrication and z installation of finish wood work. All painted or stained wood shall have minimum 1/16" radius at all edges. Carpenter shall select wood accordingly or ease sharp edges with sandpaper to meet this specification. Miliwork/Interior Trim: Clear vertical -grain (VG) wood, Fir, approved hardwood, or interior MDF per details or as selected. Submit samples for approval. Maximum moisture content 12% kiln dried. Paint grade a Guestrooms. Stain grade at Public Areas. L &M Allowance. Plastic Laminate: See drawings and other specification schedules for location and colors. Nevamar ARP (colors to be selected). Custom Cabinets: AWI custom grade, Blume hinges and slides, 4" self -edge splashes. All exposed box, shelf etc shall be finished to match faces, and drawer interiors shall be vinyl coated. Obtain approval of 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 12 of 2n OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA shop drawings and verify all user requirements in the field with the Owner before ordering any materials. Provide hardware (pulls etc) as selected. A. Hardwood cabinets at the registration desk, breakfast buffet, meeting room, guest laundry and guest unit bars: 1. Hardwood face frames and panel veneer 2. Raised panel door design 3. Stained and sealed 4. ADA wire pulls, satin or antique brass finish 5. Concealed self - closing hinges B. Plastic laminated cabinets at work room, employee break room: 1. Flush doors 2. High - pressured plastic laminated faces 3. Low - pressure plastic laminated interiors 4. Wire pulls, satin or antique brass finish 5. Concealed self - closing hinges C. Countertops: 1. High pressure plastic- laminated clad 2. Integral backsplash with endsplashes at sidewalls 3. Hardwood bulinose edge required at registration desk, breakfast buffet and meeting room 7 DIVISION: THERMAL & MOISTURE PROTECTION Damproofing and Waterproofing: A. Provide (2) coats asphaltic emulsion damproofing at all earth retaining wall surfaces opposite exposed exterior surfaces. B. Provide elastomeric membrane (Bituthane or equal with protection board) type waterproofing at all earth retaining wall surfaces opposite interior surfaces of building floor areas. Vapor Barrier: 6 mill visqueen reinforced, black polyethylene film. Place under concrete slabs and in crawl spaces. Lap all seems 6" and in crawl spaces return moisture barrier up 12" on perimeter walls. and kraft paper or foil between all insulation and interior space (min 1 perm rating). Provide a vapor barrier at the inside surface of all pool wall framing. See drawings for additional requirements. Building Paper: "Tyvek ", or approved equal, at all exterior walls, tape all seams (over sheathing where occurs) per manufacturer recommendations. Membrane Flashing ( "flashing paper "): As manufactured by "Nervastrol" or "Fortifiber ". Install for counter flash building paper around all exterior wall edges, openings (windows, doors etc.), corners and intersection /s before apply building paper. Self -lap minimum 3" and lap building paper and other material min. 6 ". 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 13 of A OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA Thermal Insulation: Provide fiberglass batts with kraft vapor barrier face to inside at all heated enclosure framing and provide rigid board at perimeter slabs of heated space. Install between exterior and all piping and ducting where occurs. Provide high density type batt insulation where required to fit framing and provide required code R -value and ventilation space. Provide mire 1/2" GWB 1.7 thermal barrier at all foam insulation per UBC. Provide optional bid for rigid foam insulation at top of roof sheathing and no attic venting. re 6 Minimum requirements: o A. Roof: R -38 @ roof /ceiling with attics (including knee walls), R -30 @ cathedral ceilings and o o foam /roof (foam on top of roof sheathing). Use foam insulation where batts would impede attic N w ventilation and at top of roof areas where batts will not provide the required R -value and ventilation. w o B. Walls: R -19, craft faced glass or mineral fiber flexible blanket. Fill all wall cavities between studs, behind electrical boxes and plumbing pipes and joist cavities behind rim joist. Place the u. n vapor barrier on the warm side and lap the flanges over the studs, plates, joist and staple tight u) a to form a continuous vapor barrier w C. Floor: R -19 @ floor/crawl to be craft faced glass fiber insulation at and installed with under F. floor support system as required to keep insulation in place. o D. Slab: R -10 @ perimeter At concrete floor slabs of occupied spaces use rigid insulation of extruded Styrofoam or other approved insulation board. U a ON Noise Insulation: w w Full thickness (friction fit) fiberglass batts for noise control at all public areas and guestroom party walls and floors. Labeled for sound insulation thickness as shown on drawings. Tightly u. o fit all voids. Cut and fit around all switches and outlets. Spray seal at all outlets. Iii N U— Single -ply Modified Bitumen Roofing: z Torch -down type system, compatible with substrate material /s, applied to polyisocyanurate insulation boards mechanically fastened to roof deck Foam Insulation: As required for R -value and torch down roofing substrate. Metal Roofing: Match roofing at FFC on adjacent property. Provide foam backing over 3 /4in fire treated plywood sheathing at Porte Cochere roof for sound control. Meet building code fire - exposure and uplift resistance requirements. Metal Flashing: Minimum 24 gauge galvanized steel or 0.025 aluminum. Fasteners shall match flashing material. Install per SMACNA recommended details. Install Z bar flashing (over full thickness backer) at all vertical to horizontal waterproof surfaces (roofs, walls, decks, etc.) and the top of all exterior wall openings. Use ell metal and sealant at wall penetrations (beams, pipes, etc.). Use preprimed galvanized metal at all exposed sheet metal. Seal joints with plastic or bitumen joint sealer. Use standing seam for parapet cap flashing. Use concealed fasteners where possible. 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 14 or 1 Gutters and Downspouts: Continuous aluminum per SMACNA recommended details. Factory paint finish to be selected from full range of manufacturer colors. Limited 25 -year warranty. Attic Vents (where required): Vent jacks at roof with area as required by UBC. Sealants: Caulk and tool all exterior exposed material joints (including miter and corner joints) with an elastomeric (non - latex) type sealant for a smooth continuous water -tight and paintable finish. • Expansion sealant joints shall be max 2 to 1 and min 1 to 1, width to depth ratio, and, min 3/8" to max 7/8" wide. All sealants shall be manufacturer rated for the type of use (ie. sound, fire, etc.). Provide primer where required. Apply sealant neatly and remove all excess sealant from all surfaces after installation 8 DIVISION: DOORS & WINDOWS Vinyl or Aluminum Windows: Milgard, Viking Industries, or approved equal. Frame to be vinyl or alum thermal break, with vinyl weather stripping. Size and type as indicated on the drawings including integral flashing to finish material /s. Color as requested by owner. Each window to have quality certification and energy label. Operation as indicated on plans. DH C25 grade or better. A. Insulated glazing, Low -E glass, tinted 1. Divided light muntins between glass panes required for sliding windows 6. Meet building code egress opening requirements, otherwise limit opening to 6" high 7. Minimum STC rating of 30 Provide option for min STC 50 rated assembly. Wood Doors: Conform to the AWI standards. Doors shall be manufactured by Nord, Nicolai, Peachtree or approved equal. Provide with UBC or UL label as scheduled. Doors prepared for hardware and may be pre -hung. Coordinate stile width with electronic lockset mortise depth to maintain strength of stile. A. Glazed ( "French ") doors (except at fire doors): VGDF with tempered glass in pre -hung stain grade jambs and true divided lights. C. Bathroom and Bedroom hollow core doors: 1. Flush 2. 1 3 /4" thick 3. Institutional core Metal Doors And Frames: A. Welded Steel Frames: 1. Exterior frames 14 gage, galvanized OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 15 of ; Lb OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA 2. Interior frames 16 gage B. Knockdown Steel Frames: 1. Interior frames only, 18 gage 2. Factory finish painting recommended C. Steel Doors: 1. Exterior doors grade II, galvanized and insulated 2. Interior doors grade II Provide USC and UL labels where required. Glazing: Windows provided with double insulating glass panels — interior clear and exterior clear -- use 1 /4in float glass. Doors and windows required to be protected use 1 /4in tempered safety glass. Screens: Provide insect screens at all operable windows. Hardware: A. All Guestroom and Public area doors shall be provided with hardware for a smart -card key locking system. B. Match all finishes to door lockset/latchset. Privacy locks at all baths, keyed locksets at all exterior doors and offices. Coordinate with Owner for master key schedule. Provide entry door viewer, exterior deadbolts, tracks, etc. to match other door hardware. Hardware supplier to provide a complete list with manufacturers product numbers. Keys -all locks and cylinders to be master keyed - provide 3 locks per cylinder and 6 master keys. C. Doors at fire separation walls to be rated assemblies per UBC and self - closing, with magnetic hold opens actuated by smoke detectors and latch mechanism only, not being lockable from either side. All finish hardware which serves fire rated door assemblies must be fire rated finish hardware. All interior corridor doors to be 20 min. assemblies. Hardware Product: Allowance. A. Hinges. B. Locksets and Latchsets. C. Pushplates and Pulls. D. Closers: Corbin E. Stops. F. Kick Plates. G. Keyed Lock Cylinders H. Keying Schedule I. Miscellaneous: Provide entry door viewer, exterior deadbolts, tracks, etc. to match other door hardware. J. Smart Card System: 'Tesa' or equal. 1 60spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 16 of 1 Exit Door Hardware: All doors must be openable from the inside for immediate exit without the use of a key, special knowledge of effort. Manually operated bolts are prohibited on required exit doors the latching of which requires more than one operation (UBC Sec.3304(c)). Weatherstripping: Factory installed by door and window manufacturers at all operable openings. Field applied substitutes will not be accepted. Automatic Exit Doors: Allowance. Bi- parting with insulated clear glass and ADA compliance. Storefront: "Pacific Aluminum Co. ", U.S. Aluminum Co. Kawneer, or approved equal. Use standard frame 1 3 4" x 4 1 /2" extruded aluminum system for door frames and sidelights. Color medium bronze anodized finish. Prepare all frames for door hardware per codes and ADA. Door by "Pacific Aluminum Co." #550 barrier -free door with medium styles, horizontal muntin and 10" base rail. A. Swinging Aluminum Entrance Door Systems: 1. Pivot hinges 2. Insulated glass 3. Divided light muntins between glass panes 4. Coordinate with electronic locking systems B. Power sliding aluminum entrance door systems: 1. Bi -part power sliding doors in frames 2. Insulated glass 3. Divided light muntins between glass panes 4. Coordinate with electronic locking systems 5. Break -a -way for emergency exiting Electronic Locks: Allowance. 9 DIVISION: FINISHES Subtrates: Verify substrate material selection with finish manufacturer and certified installer prior to installation of the substrate and obtain acceptance of final substrate from the finish installer in writing. Finish Schedule: A. Walls and Ceilings: Minimum 5/8" GWB (WR -GWB at rooms with wet areas, ie showers, baths, toilets, mop sinks, etc. over framing at min 16" unless otherwise required by code or noted on drawings (5/8 "X at rated assemblies). B. Floors: See Finish Schedule. C. Base: See Finish Schedule. Exterior Finishes: See exterior elevations. OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 17 of 'M OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA GWB Finish: Approved "smooth texture" for paint or wallcovering. Provide metal edge trim where GWB abuts other materials and at all outside corners. Ceramic Tile: Submit samples of all tile and grout before order materials. Install "Wonderboard ", "Durarock" or approved equal (installed by tile setter) over vapor barrier at shower and sink top areas for tile over. Provide waterproof shower pan for tile over at shower floors. Ceramic Tile: A. Tile: Allowance B. Grout = Hydroment as selected. Ceiling Suspension Systems: Armstrong tile, Chicago grid. To be selected. Sheet Vinyl: Allowance. Include self -coved base, substrate preparation, and threshold trim. Submit full range color samples for selection. Carpet & Pad: Allowance. Install carpet with minimum of cross seams. Painting: A. Provide min. 1 coat primer or sealer (use shellac over cedar or redwood for prepaint sealer) or stain; plus 2 coats finish. Use manufacturers highest quality paint/stain products. Include installation of paint or stain on all exposed unfinished new surfaces (interior and exterior) with selected materials. Match adjacent wall surfaces for finish and color unless directed otherwise (verify in field and submit color samples to be approved before order materials). Include touch- up work after all other subsequent finish work is completed by other trades (ie. carpet, base shoe, finish electrical, etc.). B. Caulk and tool all exposed material joints (including miter and corner joints) for a smooth continuous water tight and "seamless" appearance finish. C. Interior Pool Walls: Provide vapor barrier paint. Vinyl Wall Covering: Allowance. Wall Corner Guards: A. Colored Corner Guards at Painted Walls: 1. Vinyl /Acrylic solid colored plastic 2. 1 ' /�" by 1 ' /z" by 4" long 3. Adhered to wall B. Clear Corner Guards at vinyl wallcovering walls: 1. Lexan Clear Plastic 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 18 of `k8, 2. 1 1 /2 "by1 1 /2 "by4 "long 3. Screw to wall Cultured Marble: A. Vanity tops, fronts and integral sinks, and wall surrounds for enameled tubs. 1. Vanity tops, 3 /4in thick 2. Vanity fronts and tub surrounds, 1 /4in thick 3. Vermax, Cencor or equal, color to be selected, 800 - 262 -2284. Stucco: 1 hr stucco scratch and brown over sheathing plus EIFS finish coat. Locate control joints as directed. EIFS Finish: Dryvit Systems Inc, or equal, including (3) colors. 10 DIVISION: SPECIALTIES Gas Fireplace: Vent -Free Full -Size Fireboxes by Superior (or equal)\ A. Model #UVFCE -45, 178 Ibs, 45 -3/4" x 21 -1/2" x 34 -1/2 ". A. Brick pattern liners with knockouts for gas line access. B. Optional fan, Model FAB -1600, for heating air circulation. C. Vent -Free gas log set as selected. D. Optional brass trim kit. Flagpoles: L &M Allowance. Lockers: Allowance. Shelving: L &M Allowance. OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA Toilet Partitions: Plastic laminate faces and edges, Overhead braced. Mfr by Bobrick Washroom Equipment, Inc., Product 1040, colors as selected. Operable Partitions: L &M Allowance. Including acoustic panels with edge seals and fabric finish. Min 59 STC per Franchise requirement. Mfr by Modernfold, "Acousti- Seal ", colors as selected. Restroom and Bathroom Accessories: A. Toilet and Bath Accessories: 1. Polished Stainless Steel or Chrome -Zamac in Guest Rooms 2. Satin Stainless Steel in Public Restrooms 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 19 of $9„p P re 111 00 co u) w w 0 w D F w V D (:) 0 O � w u. w z U� O z OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA 3. Concealed fasteners 4. ADA requirements at ADA units and public restrooms 5. Mount to wood blocking. Safes: Allowance. Fire Extinguishers /Cabinets: L &M Allowance. As required by Fire Marshal. TV Accessories: Allowance. (2) wall mounted brackets with swivels and keyed security locks, color to be selected. Coat Racks: Oak end support panels with chrome - plated steel tubing or wood slats, mini -hook hanger bar, and mount to back wall. 11 DIVISION: EQUIPMENT Appliances: Allowance. A. Dishwasher B. Micro C. Refrigerator /Freezer Provide manufacturer appliance panel fronts for selection. Commercial Laundry Equipment: L &M Allowance (including gas water heaters to match) A. Washers = 4 cycle, 60Ib capacity B. Dryers = gas, 75Ib capacity Linen Chute: 24" diameter or larger, Including rated doors and fire suppression system. Extend vent through roof. Mfr by Wilkinson Chutes or equal 12 DIVISION: FURNISHINGS (L &M Allowance) 13 DIVISION: SPECIAL CONSTRUCTION Interior Swimming Pool, Wading Pool, Spa, and Exterior Fountain: A. General: Furnish all labor, materials, equipment and services, including minor items omitted from the drawings and specifications but obviously necessary to design and construct complete Bidder - Design /Engineered gunite /plaster Swimming Pool, Wading Pool, Jacuzzi, and Exterior Fountain facility including ADA compliance and special features (see drawings). 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 20 of 2110 OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA B. Bidder- Design: Design work shall include coordination with the Architect, concrete contractor, electrical contractor, preparation of engineer stamped shop drawing /s on CADD, and equipment submittals showing all plumbing and electrical distribution systems, O &M manuals, guarantees, equipment specs, calcs, schematic diagrams, control schematics, and equipment for complete systems. Obtain submittal and shop drawing approval by the Owner for system design and coordination with site, framing etc. prior to start of any GC work on the job. Background plan drawings on CADD are available from the Owner. Coordination: The Pool Contractor shall be responsible for coordinating, through the GC, with the GC, Electrical Contractor, and Mechanical Contractor, through the GC, whether or not under separate contracts. Piping and Ducting: All piping and ducting shall be concealed in the building frame (inside face of exterior walls) except those portions approved for equipment connections. Plumbing risers shall not penetrate floors except where approved by the Owner. All exposed plumbing trim shall be plated and as selected. All drain piping shall be wrapped with sound deadening material at walls and at floors above building floor areas. All water piping and ducting shall be insulated per the WSEC. Include smoke /fire dampers as required by code for fire separations. Codes and Regulations: All work shall comply with the latest adopted edition of state and local codes and amendments including Uniform Mechanical Code, Energy Code, National Fire Codes of the National Fire Protection Association, National Electrical Code, OSHA regulations, and Health Dept regulations. Nothing in these specifications shall be construed to permit work not conforming to these codes. Final interpretations shall be made by the local inspection authority. Permits: The Pool Contractor shall pay all fees and tax, provide drawings and specs, and secure permits licenses and inspections required for the completion of the work. Equipment & Materials: All equipment and materials shall be new, IAPMO, UL or CSA listed for the use intended, free from damage or defect, and shall meet or exceed the latest industry standards and codes. Pools /Spa Facilities: A. Pools /Spa facilities shall include but not limited to the following. 1. Provide self - latching doors into pool area with Guest room slide card access lockable during periods of non -use. 2. Provide perimeter trench drains around pool and spa. 3. All deck and coping to have non -slip surface. 4. Provide 1 hose bib with vacuum breaker near pool. 5. Provide a minimum of 5 foot - candles around pool and pool deck measured at pool deck. 6. Provide emergency lighting per UL 924. 7. Equipment room 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 21 of (F - OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA 8. Min. 20ft/candles lighting. 9. Ventilation per code 10. Self- locking doors. 11. Pool room ventilation per ASHRAE Guide. 4 to 6 air changes /hr. 12. All equipment is N.S.F. approved. (Main drains UL or AMAPO approved). A. Safety requirements shall include but not necessarily limited to the following. 1. Provide a throwing buoy or life ring with rope length per width of pool. 2. Provide 1 -24 unit first aid kit w/2 blankets. 3. Provide signage per State Health Code. 4. Provide a telephone convenient to pool area w /emergency numbers displayed. (with in 1 minute distance). 5. Provide non -slip floor and suitable floor drains in toilet and shower. 6. Maximum shower water temp thermostat to be 110 degrees F. 7. Lighting in room to be shielded for safety. 8. Provide "No Diving" markings clearly displayed on pool deck at coping. 9. Post maximum spa capacity sign. 10. Provide an emergency shut -off switch with audible alarm for all pumps located within 2C feet of spa. 11. Panic button and alarm: Regulations state the spa must be equipped with a panic button which when depressed will shut down the hydro spa pumps and sets off an audible alarm in a location that is attended at all times the hydro spa is open for use. 12. Provide 1 -15 min. timer no closer than 10ft. from spa. 13. Maximum spa water temperature is 104 degrees F. 14. Timer: The 15 minute spring wound timer is to operate the hydro spa jet pump making it necessary to restart the jet pump every fifteen minutes to remind the users of the time elapsed. B. ADA 1. Comply with all ADA and Washington State Accessibility Code requirements. 2. Provisions must be made for a handicap lift to be installed at poolside and spa side. A 3 "x18" sleeve is to be installed in the concrete deck so a lift base can be inserted. Locations for sleeve will be provided along with specifications for and literature on the available lifts. C. Start -up Provide training to hotel staff for startup and operation of all pool and spa circulation systems and make all necessary adjustments during startup to bring systems into design operation. Fountain: A. The furnishing and installation of materials shall include but not be limited to the following items: 1. Pool Water Management Equipment. 2. Lighting and Electrical Support Equipment. 3. Maintenance Equipment. 4. Submersible Pumping Equipment with Valve Manifold. 5. Drainage System. 6. Automatic Level Control System. 7. System Controls. 8. Display Jets and / or Overflow Weirs. 9. Utility Service for power, fill water, and sewer. 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 22 of 270 10. Special Tools. B. Approved Equipment Supplier: 1. The fountain supplier shall be a specialty contractor company with a minimum of (10) years experience in the business, having done similar installations. C. Shop drawings: Indicate size(s), location(s), and installation details of the interconnecting piping, pool water management equipment, submersible light(s), junction box(es), complete Bill of Material list and written performance guarantee certifying the water display performance. D. The Contractor shall purchase service contracts to extend the guarantee period if the supplier's guarantee should expire within the guarantee period. E. Water depth: 18in max. F. Color: As selected. G. Electrical: Fountain manufacturer shall provide a comprehensive electrical package, which must be reviewed and sealed by a professional, registered electrical engineer. This package must include a power diagram, logic diagram, panel layout, component schedule and cut sheets on all individual components in the control panel. If necessary, the manufacturer shall provide evidence that the engineer has taken responsible charge over the fountain controller. 1. GFI protection 2. Lighting H. Water makeup: mechanical waterline float mechanism. I. Warranty: The pump manufacturer shall deem the pump free of any defects in material and workmanship for a period of two years from delivery. Deck Coating: 'Sundek' or equal. Skylite: Provide option for'Kalwall' skylite (gable shape with solid end walls, to match typical exterior walls, by GC) over pool at same size as base bid hip roof. A. The skylite manufacturer shall be responsible for the configuration and fabrication of the complete skylight panel system. Submit shop drawings and color samples stamped by WA Engineer. B. Panels shall incorporate a (minimum 1 in) thermally broken (aluminum) I -beam grid frame. C. Thermally broken panels shall gave minimum Condensation Resistance Factor of 80 by AAMA 1503.1 measured on the grid line. 14 DIVISION: CONVEYING SYSTEMS Passenger Elevator: Otis, or equal, including ADA compliance. OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA Freight Elevator: Otis, or equal, including ADA compliance. Use existing machinery (motor) as possible from existing FFC elevator in the Hotel, and install new system at the FFC. 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 23 or - c, S tAlgammearmoor 15 DIVISION: MECHANICAL OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA Scope of Work: A. General: Furnish all labor, materials, equipment and services, including minor items omitted from the drawings and specifications but obviously necessary to design and construct complete Bidder - Design / Engineered HVAC, plumbing, and fire protection systems. B. Bidder - Design: Design work shall include coordination with the Architect, framing contractor, electrical contractor, preparation of engineer stamped shop drawing /s on CADD, and equipment submittals showing all main and branch distribution systems, O &M manuals, guarantees, equipment specs, load calcs, energy calcs, schematic diagrams, control schematics, and outlets for all work indicated by the contract documents and as required for complete systems and services. Obtain submittal and shop drawing approval by the Owner for system design and coordination with site, framing etc. prior to start of any GC work on the job. Background plan drawings on CADD are available from the Owner. Coordination: The MC shall be responsible for coordinating, through the GC, with the General Contractor and Electrical Contractor, through the GC, whether or not under separate contract. Piping and Ducting: All piping and ducting shall be concealed in the building frame (inside face of exterior walls) except those portions approved for equipment connections. Plumbing risers shall not penetrate floors except where approved by the Owner. All exposed plumbing trim shall be screened or plated as selected. All water piping and ducting shall be insulated per the WSEC. Include smoke /fire dampers as required by code for fire separations. Codes and Regulations: All work shall comply with the latest adopted edition of state and local codes and amendments including Uniform Mechanical Code, Energy Code, National Fire Codes of the National Fire Protection Association, OSHA regulations including Utility company regulations. Nothing in these specifications shall be construed to permit work not conforming to these codes. Final interpretations shall be made by the local inspection authority. Provide combustion air for all gas appliances including fireplaces and stoves per UBC sect. 3102.5.4 88 for factory built fireplaces and per sect. 3102.7.16 for masonry fireplaces. Mechanical equipment, mechanical and sprinkler piping larger than 2" diameter, or any other items producing a hanger load over 50# shall be hung by a system approved by the Engineer. Any hanger producing a load over 200# shall have additional framing installed to transfer such load to the main structural members. Permits: The Mechanical Contractor (MC) shall pay all fees and tax, provide drawings and specs, and secure permits licenses and inspections required for the completion of the mechanical contract. 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 24 of ?4 :, HVAC Equipment Schedule: L &M Allowance. OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA Testing: Test systems before hang drywall and as required by code inspection. Equipment & Materials: All equipment and materials shall be new, IAPMO or CSA listed for the use intended, free from damage or defect, and shall meet or exceed the latest industry standards and codes. Plumbing Fixtures & Equipment Schedule: Allowance (all fixtures shall be ADA and Franchise approved, including drinking fountains). Ptac Units: Allowance. Include fit with integral window grille. Provide option for "Innkeeper" (Compax Inc, 405 - 771 -8855) two -pipe system. A. Locate unit in corner at outside wall of Guestroom with gwb enclosure. Fire Sprinkler Heads: All quick response and concealed type at all public areas. 16 DIVISION: ELECTRICAL Scope of Work: A. General: Furnish all labor, materials, equipment and services, including minor items omitted from the drawings and specifications but obviously necessary to design and construct complete Bidder - Design / Engineered Electrical systems (lighting, power, fire alarm, data, phone, TV cable, security, intercom, sound, PMS, and signal systems). Include wiring, controls, and outlets for all equipment and fixtures indicated by the drawings and /or as required for complete systems and services (connect to mechanical controls provided by mechanical contractor). B. Bidder - Design: Design work shall include coordination, through the GC, with local electric utility, Fire Marshal, Architect, framing contractor, mechanical contractor and the preparation of engineer stamped shop drawing /s on CADD and equipment submittals showing service and branch distribution equipment specs, O &M manuals, guarantees, circuiting, panel schedules, load calcs, single line diagram, control schematics (except mechanical control schematics shall be provided by the mechanical contractor), and outlets and devices for all user equipment and fixtures indicated by the contract documents and as required for complete systems. Obtain submittal and shop drawing approval by the Owner prior to start of the work. Background plan drawings on CADD are available. Coordination: The EC shall be responsible for coordinating, through the GC, with the GC and Mechanical Contractor, through the GC, whether or not under separate contract. 160spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 25 of 2 Testing: Test systems as required by code inspection. OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA Codes and Regulations: All work shall comply with the latest adopted edition of state and local codes and amendments National Electrical Code, Energy Code, National Fire Codes of the National Fire Protection Association, OSHA regulations including Utility company regulations. Nothing in these specifications shall be construed to permit work not conforming to these codes. Final interpretations shall be made by the local inspection authority. Exclusive of lobby entrance door, all exit doors and ways of access thereto must have electrically illuminated exit signs with w /letters not less than 6" in height w/ principal strokes not less than 3 /4" wide. Exit ways to be illuminated at all times w /light intensity of not less than 1 -ft. candle measured at floor. Exit signs to be illuminated w/2 electric lamps, one to lighting circuit and the other by emergency power supply which must also provide emergency illumination for the ways of exit. Floor level exit signs are to be provided at interior corridors and be illuminated as above. Bottom of sign shall not be less than six inches or more than eight inches off the floor. Low signs at doors shall be mounted on exit door or be mounted adjacent to the door with closest edge within four inches of door frame. All electrical equip. and appliances to be U.L. (or other nationally recognized testing agency) listed and must be installed in strict conformity w/ the Mfrs installation instructions. Permits: The Electrical Contractor (EC) shall pay all fees and taxes, provide drawings and specs, secure permits licenses and inspections required for the completion of the Electrical Contract. Equipment & Materials: All equipment and materials shall be new, UL or CSA listed for the use intended, free from damage or defect, and shall meet or exceed the latest industry standards and codes. Smoke Alarm: Every quest room to be provided with a smoke alarm located on the ceiling and powered by building wiring system and battery backup. Wiring: All wiring shall be concealed in the structural framing spaces except for those portions approved for equipment connections. All boxes shall be flush mount and no risers or boxes shall penetrate floors except where approved by the Owner. Load Centers: Provide new service and distribution equipment as required for new Bidder - Design. Lighting: Fixture Allowance. Including option for low mercury, TCLP compliant fluorescent lamps ILO standard lamps. Security System: L &M Allowance. 16 0spec032401.doc, 03/26/2001 DOW FLETCHER and ASSOCIATES Page 26 of 16(.4^ OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA EXHIBIT A: List of Industry Associations and abbreviations. AA Aluminum Association AAMA Architectural Aluminum Manufacturer's Association ACI American Concrete Institute AGA American Gas Association AGC American General Contractors AIA American Institute of Architects AISC American Institute of Steel Construction ANSI American National Standards Institute APA American Plywood Association ASAHC American Society of Architectural Hardware Consultants ASHRAE American Society of Heating, Refrigerating, and Air Conditioning Engineering ASLA American Society of Landscape Architects ASTM American Society for Testing and Materials AWI Architectural Woodwork Institute AWPA American Wood Preservers' Association AWS American Welding Society CS Commercial Standard. U.S. Department of Commerce FGMA Flat Glass Marketing Association FM Factory Mutual FS Federal Specification IAPMO International Association of Plumbing and Mechanical Officials ICBO International Conference of Building Officials IS Industry Standard, U.S. Department of Commerce NAAMM National Association of Architectural Metal Manufacturers NAHM National Association of Hardware Manufacturers NEC National Electric Code NEMA National Electrical Manufacturers Association NFPA National Fire Protection Association OSHA Occupational Safety and Health Administration PS Product Standards, U.S. Department of Commerce SDI Steel Deck Institute SJI Steel Joist Institute SMACNA Sheet Metal and Air Conditioning Contractors National Association TCA Tile Council of America UBC Uniform Building Code /s UL Underwriters' Laboratories WWPA Western Wood Products Association 160specxAO32301.doc, 2/9/01 DOW FLETCHER and ASSOCIATES Page 1 of 1 I t EXHIBIT B: Abbreviations OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA AB Anchor Bolt ABV Above AFF Above Finish Floor (Shtg /Conc) ALUM Aluminum AP Access Panel BLKG Blocking BOT Bottom CAB Cabinets CL Center Line CLG Ceiling CLOS Closet CLR Clear CJ Gig Joist, Control Jt CONT Continuous - CV Crawl Vent OF Doug Fir DRN Drainage Or Drain DR Door Or Drive DS Downspout DSHD Dashed (Line) D/W Dishwasher EC Electrical Contractor EE Each Edge EF Exhaust Fan EJ Expansion Jt ELEC Electrical EN Edge Nail ES Each Side EQ Equal Spacing With Others On Same Dimension Line EW Each Way EWH Electric Wall Heater EX Existing (Existg) FDTN Foundation FF Finish Floor (Shtg Or Slab) FFC "Family Fun Center" FG FUEL GAS (PROPANE Or NATURAL) OR FINISH GRADE FHWS Flat Head Wood Screw FIX Fixture FJ Floor Jst FN Field Nail FOIC Furnished By Owner And Installed By Contractor FP Fireplace 160specxBO32301.doc, 2/9/01 DOW FLETCHER and ASSOCIATES Page 1 of 3 1 rM OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA FTG Footing GE Gable End GI Galvanized Iron GC General Contractor GL Glass Or GIu -Lam GWB Gypsum Wall Board HB Hose Bib (Frost Proof Type For Cold Climate Areas) HDR Header HDG Hot Dip Galvinized HF Hem Fir HGR Hanger HP High Point HVAC Heating, Ventilation & Air - Conditioning ILO In Lieu Of JST Joist JT Joint LAV Lavatory LH Left Hand LH Left Hand Reverse LLH Long Leg Horizontal LLV Long Leg Vertical L &M Labor & Material LP Low Point MFR Manufacture /R MATCH To Match Existing Or Other Similar Work MB Machine Bolt MECH Mechanical MT Mount NA Not Applicable NIC Not In Contract NTS Not To Scale OE One Edge OFD Over Flow Drain (@ +_ ") O/H Overhang • OS One Side OSA Outside Air PH Phone PLT Plate P -LAM Plastic Laminate PLMBG Plumbing PNL Panel POC Point Of Connection PST Post 160specxB032301.doc, 2/9/01 DOW FLETCHER and ASSOCIATES Page 2 of 3 43 �.y .A. OUTLINE SPECIFICATIONS COMFORT SUITES, TUKWILA WA PT Pressure Treated RCP Reflected Ceiling Plan RH Right Hand RHR Right Hand Reverse RJ Roof Jst, Rafter RM Room SC Subcontractor SD (Roof Or Deck) Scupper Drain Or Sanitary Drain SE Self Edge SLOG Sliding SLDR Slider SM Sheet Metal SOV Schedule of Values SPC Space SS Stainless St! STD Standard STL Steel TBS To Be Selected TG Tempered Glass TO... Top Of... TOC Top Of Concrete TOS Top Of Slab Or Sheathing TYP Typical UNO Unless Noted Otherwise VTOSA Vent To Outside Air W/ With WIC Water Closet WDO Window W/H Water Heater W/O Without WS Thru Wall Scupper 3068 Indicates 3'- 0" Wide X 6' -8" High Opening (Door, Wdo, Etc.) # Pounds, Number (Model, Item, Etc.) 160 specxB032301.doc, 2/9/01 DOW FLETCHER and ASSOCIATES Page 3 of 3 EXHIBIT C: A Design /Build Mechanical Outline Criteria Comfort Suites Hotel - Tukwila, Washington The following is a mechanical outline criteria for use in design development coordination. General Building Design Development Criteria: The client will select either a multiple bidder mechanical design /build process or a semi - negotiated design /build process. With either process all selected bidders shall be pre- approved by Chamberlain Mechanical Corp (CMC). Post bid mechanical subcontractor interviews can also be used to help the owner and design team in the selection process. At this stage in design development, the owner (and /or GC) may have developed budgets and may have solicited guidance form selected mechanical (HVAC & Plumbing) subcontractors. If budgets exist, they shall be reviewed and pre - approved by CMC prior to bidding. A. If multiple bids are solicited the GC shall limit the bidding to four subcontractors in each trade. If separate HVAC and Plumbing bids are solicited or selected, then the total number of bidders shall be limited to six (6) and the specified design coordination responsibility (i.e. CADD drawings overlays of HVAC, plumbing, fire protection and electrical design drawings) shall be assigned to the HVAC subcontractor for coordination of ceiling and shaft clearances. 1. Fully dimensioned CADD drawing shall be provided by the architect for all trades use in preparing both design and shop layout drawings. a. All guest rooms shall be fully dimensioned form finished wall surfaces and referenced to drawing grids. 2.A separate design only contract will then be awarded to the selected mechanical subcontractor (MC) via either the owner or GC along with a letter of intent for construction. 3. Within this criteria, the definition of each trade's work has not yet been fully defined. However, the full bid specification will define each trade's construction scope of work and coordination responsibility (i.e. line voltage thermostat furnished by the MC and wired by the electrical subcontractor). B. The "Engineer of Record" shall be the MC or an independent engineer working as the MC's team member and subcontractor. 1. Engineer of Record: A Washington State registered Professional Engineer experienced in, and regularly practicing in, the HVAC and Plumbing industry must stamp all mechanical plans plus be listed as the "Engineer of Record ". Page #2 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. o All Rights Reserved CMC 2. The design and construction documents shall be per appropriate current industry standards and codes. 3. It is the architect and owner's intention to maintain CMC's involvement after selection of the MC to aid with budget control plus review the final design documents. 4. During the design phase, it will be the MC's responsibility to maintain mechanical budget control. The key to this design /build MC selection method working successfully is: good budget and bid documentation, detailed estimating documentation, excellent coordination and frequent drawing reviews with the architect along with continuous pricing checks by the MC to the GC. C. Energy Code Compliance: The engineer of record shall work with the architect and provide /prepare all code required application forms for building envelope and mechanical equipment energy compliance. Others shall provide the electrical portion of the energy code compliance forms. D. This is a "turn key" project with custom features built in to meet the client's needs. As a "turn key" project, all aspects of design and construction shall be covered in the MC's design /build bid proposal for a complete, finished and operational HVAC and Plumbing system(s). 1. The Owner and /or GC shall be immediately notified, in writing, of any major changes to the MC's proposal pricing due to refinement of the design development drawings or the working drawings of any other trade. 2. The above price monitoring of both additive and deductive changes will allow all trades and designers timely input plus keep the GC fully informed while also involving the owner in the budget /decision process. 3. At the completion of the MC's working drawings, the original budget shall be updated with a new pricing proposal. This revised (final price check) bid must be equal to, or less than, the original bid proposal plus or minus any pre- approved pricing revisions. If the original budget is not maintained or reduced, then the owner shall have the option of soliciting outside bids using the MC's documents and information. a. If this subcontractor change happens, the MC will no longer be the engineer of record and the design drawings cannot be used for construction. b. If the original budget +/- approved pricing revisions is not exceeded, then the final pricing and drawings shall be the basis of a contract along with the original bid specification. Comfort Suites D/B Narrative & Criteria Page #3 By: Chamberlain Mech. Corp. © All Rights Reserved CMC 4. Separate HVAC and Plumbing bids can be solicited. 5. The design /build proposal pricing shall include a breakdown in a format similar to the attached bid form. If no bid form is provided, then the MC shall use the following guidelines: a. The base bid shall include a breakdown by trades similar to the following: • HVAC Equipment & Sheet Metal. o Guestroom HVAC o Pool H &V o Public Spaces, Corridors & Support HVAC • HVAC Piping Systems. • Temperature Controls. • Plumbing. • Major Subcontractors (i.e. Insulation). • Start -up & Balancing. • Engineering, Permits & Misc. b. Specified alternates and voluntary alternates. c. lst years HVAC system preventative maintenance and service proposal for all equipment (including guest room Ptac units furnished by others). d. Sample labor rates for each trade (including all burdens, fees, overhead and profit) plus appropriate unit pricing based on all work performed concurrently with the shell construction schedule. 6. The bid proposal's unit prices shall be used during construction to handle minor modifications and /or confirm change order pricing. E. The building is a low -rise structure and will be fire sprinklered (however, this criteria excludes fire protection). The GC shall take fire protection coordination and RFP responsibility. 1. The elevator shafts shall not be pressurized (unless this is used as a trade -off with the building department for elevator door /lobby ratings). 2. The Stairwells shall not be pressurized. This is not a high -rise life safety building. F. This building has very restricted ceiling space that requires special coordination via the architect for both installation clearances and future service access. Page #4 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. © All Rights Reserved CMC 1. Ceiling clearances and duct layout is critical for the 1 floor public spaces. Special duct chases and possible soffits might be required and these need early MC coordination. a. Each bidder shall pay special attention to the preliminary architectural and structural drawings for clearances. 2. The planned Hotel structure is a wood frame system with a concrete topcoat on all floors. 3. All rooftop equipment shall be located as directed by the architect for both structural coordination and possible screening requirements. In some cases, concealment of HVAC components (air handlers) can be provided by mechanical rooms. 4. Remote, or ground mounted, cooling equipment shall not be allowed or considered for reasons of noise control. G. The design and installation of this hotel shall also meet or exceed the "Choice Hotels International, Inc. Design and Construction Standards ". H. All wall and ceiling access doors shall be furnished and installed by others as located by the MC (for both HVAC and Plumbing). 1. The bid proposal shall document the quantity of access doors anticipated within a 10% accuracy. The MC shall reimburse the GC for any budget overruns. I. Optimizing the use of natural gas energy is a mechanical design requirement. J. None of this building is compatible with the use of a non - ducted plenum return air concept. 1. Based on probable rooftop equipment locations requiring supply /return ducts to shafts, both the supply and return shall be ducted within all vertical duct shafts (do not use plenum /shaft return). 2. The architectural /structural coordination of ceiling heights is required ASAP. The MC's bid proposal must include comments on the floor -to -floor heights and vertical duct shafts as now shown on the preliminary architectural plans and their design proposal's compatibility with same. 3. All roof layout and space requirements are of critical importance for structural and screening. 4. The MC's bid proposal must include any requirement for mechanical rooms or spaces so as to document these space requirements in the evaluation process. Comfort Suites D/B Narrative & Criteria Page #5 By: Chamberlain Mech. Corp. © All Rights Reserved CMC K. It is understood that the Hotel will require extended operating hours. Provisions for monitoring shall be an upgrade cost that is not included in the base bid. L. Non -Guest Room HVAC Equipment: The MC's proposal shall document the manufacturer, size and features /options of all major equipment proposed for the project. Of special interest are: cC 2 1. Either multiple units or one central unit with VAV v v0 terminals shall serve the 1 floor public spaces. coo a. Gas heating or morning warm -up is desired. �LL b. Central unit with VAV design features, cooling w 0 capacities and heating options. c. The cooling loads calculation requested within another u. section of this specification shall support the sizing and A/C unit selection. 2. The efficiency of all public space air filters and options for special outdoor air quality filters (i.e. charcoal w w filters) shall be provided. v p a. Outdoor odors from the nearby Metro plant is a o t concern. w w U 3. Energy efficiency and water conservation features such as u.!) VFDs, types of valves, types of VAV boxes, gas heating w z methods, etc... v M. Guest Room Ptac Units: The owner has pre - selected the use of O z Amana package terminal air conditioners (Ptac units) for all guest rooms as the base bid. This narrative shall attempt to clarify the MC's responsibility relative to the Ptac units: 1.All Ptac units shall be provided by the owner as heat pump units with the following options /features: an electric heating coil, wall sleeve, condensate drain kit /pan, outside air grill /louver, package temperature controls and minimum outside air ventilation. 2. The under window Ptac units shall be a direct purchased by the owner with unit mounted controls, ventilation control, a wall sleeve, an outside louver, base and an enclosure cabinet. a. The owner and architect shall take full responsibility for sizing, ordering and code acceptance. b. These Ptac units will be delivered to the job, fully installed and tested by others. c. The mechanical warranty and any service quotation shall exclude these Ptac units. r Page #6 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. 0 All Rights Reserved CMC 3.A pricing alternate for Innkeepers with central gas hot water heating is required. The Innkeeper units shall be furnished and installed by the MC including all controls, outside air intake louvers and inside supply /return grills. N. Innkeeper Alternate For Guest Room Ptac Units: The following is general design coordination information for this alternate: 1. The Innkeeper shall vertically stack in all rooms and shall be located on an outside wall in a corner of each guestroom. Others shall provide the GWB enclosure around the Innkeeper unit as coordinated by the MC with the architect. 2. Ducted outside ventilation air is required with the MC providing an outside wall louver. 3. Ducted supply air register is required by the MC. 4. A return air grill is required by the MC. 5. Thermostats with short wiring harnesses provided with each Innkeeper unit shall be mounted by the MC as directed by the architect (note ADA requirements in some rooms). 6. Interconnecting supply /return and condensate riser and loop piping is provided by the MC (not a master slave configuration). 7. Central closed circuit fluid cooler, gas hot water boiler(s), pumps, accessories and an insulated piping loop shall be designed and installed by the MC (gas piping by the plumber). 8. Start -up, balancing and warranty provided by the MC. O. If separate HVAC /Plumbing bids are proposed, then the following guidelines shall be followed unless specifically clarified otherwise within each trade's pricing proposal: 1. Gas Piping: All gas piping for both plumbing and HVAC systems and equipment shall be provided by the plumber. 2. Condensate Drains: If required, the HVAC subcontractor shall provide early coordination along with all piping to a central drain provided by the plumber. a. With the Innkeeper alternate the MC shall provide all vertical riser piping to a collection point at each riser furnished by the plumbing contractor. 3. Insulation: Each trade shall provide their own insulation systems. 4. Freeze Protection Heat Tracing: Each trade shall provide their own heat tracing and coordinate same with the electrical for location of a service connection point. Comfort Suites D/B Narrative & Criteria Page #7 By: Chamberlain Mech. Corp. © All Rights Reserved CFTC 5. Make -up Water & Drain: If any HVAC equipment requires these services, then it shall be provided by the plumber including all code required isolation and backflow prevention. P. There is no central Kitchen, only a continental breakfast Food Preparation area. The architectural plans shall show the equipment and plumbing fixtures required. 1. All plumbing fixtures shall be furnished and installed by the plumbing subcontractor. 2. Special equipment (i.e. ice machines) furnished and set by others with rough -in and final connections by the plumber (including code required isolation and backflow prevention). Q. The central Laundry equipment shall be provided under a separate contract by. A preliminary equipment layout is included in the drawing package. Preliminary coordination is as follows: 1.A maximum of three (3) gas dryers rated at 750 cfm each with each unit having a 8 -inch round outlet connection, self - contained lint removal and 175 MBH rating (based on Continental #GC75 -85). 2.A maximum of three washing machines each requiring a 3 -inch drain and a M -inch hot and cold water connections (based on Continental #H1055). 3.A11 equipment shall be set by others and final plumbing connections made by the plumber. a. All washers shall drain into a trench type drain. i Trench by GC and sump drain by MC. ii Trench grate by GC. b. The MC shall take no inspection or warranty responsibility for the washing equipment. 4. An additional central dryer lint filter is not a part of the design (however, the riser shall include a dirt leg and bottom access). Make -up air to plenum with outside louvers by the MC. Common single stack with in -line booster fan by the MC. 5. Automatic soap or chemical dispensing systems if required shall be furnished and installed by others. R. All MC supplied electronics and controls shall be year 2000 compliant. S. Noise & Vibration Control: The MC shall follow code, industry standards and manufacturer's guidelines in the design and installation of all systems to maintain a quiet and vibration free installation. ......a..�.. -- - ..__. r �„ Page #8 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. 0 All Rights Reserved CMC 1. The MC shall have the mechanical design and installation reviewed by an acoustical engineer working for the MC at the MC's expenses (the pricing proposal shall include the consultants name and fee allowance). This requirement in no way lessens the performance requirements for mechanical systems plus the owner may also retain the services of an acoustical consultant. a. This acoustic review requirement applies to HVAC, piping and plumbing systems. 2. The architect's STC rating of bedroom, bathroom and corridor walls shall be maintained by the HVAC and Plumbing design and installation methods /materials. 3. Rooftop guestroom toilet exhaust fans shall be centrifugal mushroom type (not utility fans). T. Warranty: All equipment, materials, and workmanship shall be guaranteed against any defects for a period of one (1) year from final acceptance or beneficial use, whichever occurs first. 1. Manufacturers' extended product warranties are desirable and shall be extended to the owner whenever available (or alternate costs for extended warranties offered for owner review and possible acceptance). 2. The mechanical system's air and water balance shall also be warranted for one (1) year as defined above. However, during the first year any minor comfort re- balance, or general re- balance required due to seasonal changes, shall be provided as required /requested at no cost. 3. The warranty shall not include standard maintenance items nor repairs or replacement of equipment damaged as a result of misuse, abuse, or lack of proper maintenance. 4. The MC's bid proposal shall include the additive cost for the first year's HVAC system (HVAC equipment and controls but excluding plumbing) preventative maintenance. U. The MC shall provide 3 sets of O &M Manuals and as -built drawings plus as -built CADD disks (latest version of AutoCAD) at the jobs completion. V. It shall be the client's option to require a brief commissioning process. If commissioning is a part of the project, then an independent commissioning agent (CA) working directly for the owner shall provide commissioning of the HVAC systems (not a design team member or construction team subcontractor). 1. The MC shall coordinate with the GC's schedule to include time for commissioning as defined by the CA for all phases of the project. , Comfort Suites D/B Narrative & Criteria Page #9 By: Chamberlain Mech. Corp. ° All Rights Reserved CMC a. The CA shall meet with the GC to assist in establishing a commissioning schedule that is integrated into the final project construction schedule. 2. Commissioning is more than just testing after the GC says, "the job is 1005 complete ". The purpose of commissioning is w to provide the owner and operator of the facility with a higher level of assurance that the purchased systems have been installed in the prescribed, plus workmanlike, manner and that U o they will operate within the pre - agreed to performance N w guidelines. N LL 3. The MC, the controls subcontractor and the balancing subcontractor shall each include at least one day of on site time and support services at the direction of the CA to u. support the testing processes. -0 w a. The control subcontractor shall include time to z demonstrate the control system and then assist the CA in using the control system to test the HVAC systems. w W b. The MC, or their selected subcontractors, shall v o provide all ladders, tools and test equipment. They O H shall also provide at least three radios for job site w communication during all testing. u. O C. The MC's balancer shall provide test equipment to validate the recorded air balance log values within ±10 %. v L 4. The inclusion of a commissioning process in no way limits z or changes the GC's or the MC's responsibility to deliver a complete functional building /system that meets or exceeds the level of performance as herein specified. HVAC Design /Build Criteria: The HVAC concept shall be for a complete and fully operational Hotel. B. The proposal pricing shall be broken down as required for each trade (plumbing and HVAC): C. The public space HVAC systems shall be designed and installed to the following comfort criteria which exceeds the Washington State Energy Code (WSEC) : Criteria Item WSEC Comfort Summer Outdoor Dry Bulb °F 83° 85° Summer Outdoor Wet Bulb °F 67° 67° Winter Outdoor Dry Bulb °F 24° 15° Indoor Design - Cooling ( ±2 °F): 78 74° Indoor Design - Heating ( ±2 °F): 70° 70° Minimum Ventilation (CFM /Person) N/A 20 Maximum Occupancy (net A /C'd sq. ft. /person): Page #10 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. All Rights Reserved CMC • General & Office: N/A 140 • Meeting & Conf. Rooms: N/A 35 Building Lighting (Watts /Sq.Ft): 1.2 1.2 Office Equip. Heat Gain (Watts /Sq.Ft.): 1.5 Bldg. Wall & Roof Insulation WSEC WSEC D. The following general zoning criteria shall be used for public spaces in the design /build bid specification: 1. All areas of the building shall be zoned as required to prevent non - uniform temperatures in a space due to variable heat gain from outdoor exposure, variation in people density, etc. All spaces having different uses or boundaries between departments shall also be zoned separately. However, multiple similar spaces with similar use may be grouped into common thermostatic zones. 2. Rooms or areas having an exterior exposure shall not be in the same zone as an interior room or area. Rooms or areas having an exterior exposure on one side of the building shall not be on the same zone as a room or area on another side of the building. Corner spaces shall be on a separate zone. 3. For open areas, the designer shall consider an exterior zone as extending 12' from the perimeter window /wall. E. Noise Criteria (NC): The HVAC system shall be designed and installed to meet this specification, the ASHRAE Guide and all local codes. 1. The MC's bid /proposal shall include the services of a reviewing acoustical engineer to consult on how best to maintaining the required HVAC and plumbing installed performance. a. The acoustical engineer shall advise the MC on installation and design standards to meet the performance criteria. b. Where control of mechanical sound is beyond the mechanical design's "practical or cost effective" control, the engineer of record shall so advise the architect and recommend correction building design features to control mechanical sound generation and /or transmission. 2. The NC level measured within an office space shall be a maximum of: a. Non• - Guestroom Areas: Within 10 feet of a shaft, within 10 feet of a mechanical space or directly under rooftop equipment shall be NC -38. 1 Comfort Suites D/B Narrative & Criteria Page #11 By: Chamberlain Mech. Corp. © All Rights Reserved CMC b. The general public spaces shall be a NC -35. c. Conference rooms shall be a NC -30. d. NC -25 in guest rooms not including noise generated by guest room exhaust fan and guest room Ptac unit. (Z w F. The Owner is interested in participating in the Puget Sound Energy (PSE) conservation program for possible rebates and energy t)O incentives. The MC's base bid shall include engineering and c w meeting time to assist and guide the Owner in working with the u� local Utility. N w 1. Any special computer energy analysis for this utility w program is not a part of this project's cost or design budget at this time. u-< (Sd G. The baseline HVAC concepts can be broken down into the following categories: Guest rooms, Corridors, Laundry, Swimming Pool and Office, support area plus Public spaces. For each of these spaces a HVAC concept has been established for preliminary architectural w and structural coordination of vertical shafts and equipment v o locations. The following shall be used as a guideline only. The 0- (31- design/build criteria is performance in nature and the bidder may w offer any options that provide the same capacity, zone control and comfort provided all space impacts plus impacts to other trades are u. approved by the architect. The baseline concepts are: w z 1. Guest rooms: Shall all use package terminal air condition ring (Ptac) units that are air -to -air heat pumps. Z a. The typical guest room shall use a unit located under the window. Some suites shall use two Ptac units. i All under window units are owner provided and installed by others. ii All under window guest room Ptac units shall have package, unit mounted, electric controls furnished as an integral part of the Ptac unit. iii All Ptac units shall provide the code required guest room ventilation. b. Toilet exhaust shall be provided via multiple rooftop central exhaust fans serving individual guest bathroom ceiling mounted exhaust grill sized at 45 to 50 cfm /each. i Each exhaust fan shall be sized for quite operation and shall provide the specified exhaust cfm given the required exhaust duct routing. ii Each exhaust fan shall be wired by the electrician for continuous operation. Page #12 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. All Rights Reserved CMC iii The exhaust ducting shall use the 22" sub -duct code exception for avoiding all requirements for fire /smoke dampers. 2. lst Floor Public Spaces: The lst floor public spaces (Lobby, z Registration, Boardrooms, Meeting room(s), Exercise room and miscellaneous support areas shall all be served by a central tt rooftop unit with VAV fan terminal units for zone control. a. Rooftop units as manufactured by Trane, Carrier, Aaon cop co or pre- approved equal. Each unit shall include gas co w heating, 100% outside air economizer, factory curb plus temperature control, powered exhaust and fan capacity w O systems compatible with the zone control system selected. i The baseline design /price for this area shall not use the WSEC allowed 20 -ton economizer exemption = C7 (for reasons of lower operating costs and Swimming Pool odor control). b. A design option shall be the use of multiple smaller w w rooftop gas /electric units and /or split system heat pumps o with all remote condensers roof mounted. 8 i Service access of split system air handlers is w w a major concern if this system is proposed. jE�? u. c. The HVAC design shall include appropriate relief or powered exhaust capacity. v N i The use of multiple exterior wall louvers shall z be kept to a minimum. d. Kitchen: This area shall be a zone. There is no central Kitchen or class #I or #II hoods. There is only a Continental Breakfast Food Preparation room. e. The preliminary supply /return shaft location is behind the elevators at grid D -11. f. lst floor Vending shall have two public area ceiling return air grills located over the vending equipment for general area heat removal. 3. Corridors & Support Areas: Two rooftop package gas /electric units with 100% outside air economizer and factory curb. Each unit shall be sized at 4 to 6 air changes /hour and be installed with high supply air registers and low return air grills on each floor. a. No corridor life- safety smoke management control has been identified as a code requirement. b. The permit set of architectural drawings shall locate the vertical shafts for the corridor system. Comfort Suites D/B Narrative & Criteria Page 413 By: Chamberlain Mech. Corp. © All Rights Reserved CMC i Suggested shaft locations: c. All storage rooms shall be ventilated per code. d. Guest Laundry room shall be ventilated per code. z e. The 2 nd, 3rd and 4 floor Vending rooms shall each Z contain a pop and ice machine with air - cooled w refrigeration. For preliminary coordination, the MC h shall exhaust each of these rooms with a ceiling exhaust 00 fan and ducting as follows: CO w i Make -up air via a wall transfer air duct with N LL an offset for acoustical control (non -rated wall). w O ii Discharge exhaust air into the public corridor via a sound attenuated duct. iii Without additional information, assume nominal w 350 cfm exhaust fan for each Vending room. f. Mechanical /Fire Protection room shall be freeze protected. :En o 4. Swimming Pool H &V: The Swimming Pool H &V system shall be O co budgeted /bid as a baseline with an energy reclaim upgrade. a w w w a. The ventilation rate shall be sized per ASHRAE guidelines assuming heavy use and a wetted pool deck. " 'z b. The Swimming Pool area dry -bulb temperature shall be v N held within an adjustable 3 to 5 degrees of the pool water temperature (approximately 80 °F). z i Provide temperature indication at sample point (i.e. thermometer). C. The Swimming Pool room shall be held at a negative pressure relative to the Hotel Lobby. d. For the baseline concept, space humidity shall be maintained at a range of 40% to 60% (maximum) using outside air for dehumidification. e. Upgrade alternate: provide an energy efficiency H &V plus humidity control alternate using either exhaust air heat reclaim or a package pool system complete with controls and reclaim devices (i.e. Pool Pak or equal). i Sizing and energy performance supported by manufacturer or engineer of records yearly energy analysis (suitable and in sufficient detail for PSE funding evaluation). f. All mechanical apparatus and materials exposed to the Pool's chlorine environment shall be protected or selected for natural protection. Page #14 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. ® All Rights Reserved CMC i All Pool room supply and return air ducting shall be aluminum. All grills and registers shall also be aluminum. g. Rooftop hoods (outside air and /or relief air) shall be low silhouette as selected by the architect. h. All wall louvers furnished and installed by the MC. 6� 5. Pool Equipment Room: shall have the following services and U o design features provided by the MC: 9 a. Combustion air and outside wall louvers. N LL b. Boiler flue venting via either a sidewall or roof vent w (based on selected equipment and code). u. c. Freeze protection. 22a d. The Swimming Pool water /chemical system is by others w F. including all associated controls. � ,� e. Sidewall or rooftop exhaust fan cycled by an electric w w thermostat furnished by the MC and wired by the EC. v o 6. Domestic HW room (adjoining Central Laundry): shall have o the following services provided by the MC: w w a. Combustion air and outside wall louvers. u. 0 b. Hot water heater flue venting via a single common 11. 10 stack to the roof (based on selected equipment and code). v C. Small freeze protection electric unit heaters with z unit mounted thermostat shall be furnished by the MC. d. Sidewall or rooftop each fan cycled by an electric thermostat furnished by the MC and wired by the EC. e. In - line exhaust fan cycled by an electric thermostat (furnished by the MC and wired by the EC) and vented through the outside wall via a louver. 7. Electrical room: based on 208 -volt service no transformer ventilation is required. For ventilation provide and in -line or ceiling exhaust fan cycled by an electric thermostat (furnished by the MC and wired by the EC) and vented through a sidewall louver. 8. Central Laundry: The Central Laundry HVAC system shall provide the required make -up that is not provided via a direct outside air plenum and control the space humidity via adequate ventilation. a. The Central Laundry shall be served by either a dedicated rooftop HVAC unit or via the l floor HVAC system with VAV sub -zone control. Comfort Suites D/B Narrative & Criteria Page #15 By: Chamberlain Mech. Corp. ° All Rights Reserved chic b. The HVAC unit serving this space shall include an airside economizer. c. Other zones in the vicinity of the Laundry area shall be a part of the l floor central system with zone control: Z i One combined zone for Linen Storage, rx Maintenance, Office and Break room. H. The selected MC's re- coordination of all shafts and shaft 00 construction is required ASAP. co W J 1. Note all shaft wall construction must include provisions for fire /smoke dampers. w O I. The selected MC shall (within 24 hours after selection) provide electrical coordination of all HVAC and Plumbing equipment /loads. J. The temperature controls for non -guest room spaces shall be w either direct digital control (DDC) or a mix of both DDC and z F electronic /electric controls. There is no requirement for a central BMS or primary control panel. Any DDC systems shall w w include a simple man to machine interface and a modem for remote o monitoring. Any exceptions to this criteria shall be specifically 0 N o t addressed in the bid proposal and accepted by the owner /architect in writing. W U 1. Most of the hotel systems operate 24/7 and therefore, no u` scheduling time clock control is required. v N 2. There is no requirement for central monitoring of miscelanious fans or package systems. Z 3. The guest room temperature controls shall be unit mounted package controls furnished with the Ptac units. a. There is no requirement for central start -stop or temperature control of guest room units. b. The Ptac units shall include manual outside air ventilation control dampers. 4. Start /stop run indication (where required) shall be via current relays. 5. Local exhaust fans in the Swimming Pool equipment room, elevator equipment room, Vending room(s), and storage rooms (and any other local ventilation fans) shall be cycled by line voltage room thermostats furnished and installed by the MC. 6. The mechanical control bid /proposal shall include all required wiring (line and low voltage) for a complete and fully operational equipment control and temperature control system. Page 416 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. • All Rights Reserved CMC a. All mechanical panel wiring shall be either color coded or numbered with numbered terminal strips for all field connections. b. All panels and components shall be UL and wired per UL guidelines. c. Any excluded line voltage wiring shall be documented in the bid proposal (i.e. line voltage thermostat wiring). 7. The design /build proposal shall offer the Owner upgrade alternates for the following items: a. Occupancy sensors in meeting /conference rooms to return ventilation dampers to their minimum position. b. CO sensors in meeting /conference rooms to control ventilation dampers. c. If the Public area HVAC system includes a simple DDC panel, then offer a price add for automatic control of building outside accent light, signs and open parking areas with a photo -cell override. i Provide three (3) separate data points with pilot control relays for each at electrical panels as located by the EC. ii This feature shall be offered to eliminate time clocks furnished and installed as a part of the electrical trade. K. Control Demonstration: After the start -up and balancing of all equipment and systems is completed by the MC, the control systems shall be demonstrated to the owner via exercising all associated mechanical and electrical systems. L. The mechanical code required duct smoke detectors for each HVAC unit shall be offered as a mechanical cost deduct if furnished and installed by the electrical trade as a part of the building's central fire alarm /protection system. With the acceptance of this pricing alternate, the MC shall provide design coordination with the electrical designer for the location of all HVAC duct detectors. M. All HVAC fire /smoke dampers shall be "exercised" open and closed via the automatic start /stop control of associated fans. 1. All fire /smoke dampers shall close when the associated fan is off. 2. All fire /smoke dampers within a VAV system shall be specifically selected for, and recommended by the manufacturer to operate within, a variable air volume system. Comfort Suites D/B Narrative & Criteria Page #17 By: Chamberlain Mech. Corp. 0 All Rights Reserved CMC N. The building's hydraulic elevator equipment room(s) shall be ventilated (not air- conditioned) per the elevator manufacturer's criteria. 1. The machine room shall be exhausted to the outside and the fan controlled by a room thermostat. The exhaust outlet shall not be within the building or parking garage. 0. The current architectural design calls for an insulated window v system. S � w 1.For preliminary design criteria in the non -guest room areas assume a tinted low "E" glass mounted in a thermally broken u p w frame. The MC shall use a window design criteria of: U =0.50 (plus a standard none thermally broken frame factor) and shade coefficient of 0.45. N d 2. In the guest rooms assume a clear low "E" glass mounted in a standard frame. The MC shall use a window design criteria of: U =0.65 and a shade coefficient of 0.85. P. All HVAC ducts shall be fabricated and installed per SMACNA o standards. All work shall be done in a workmanlike manner per ow commercial standards. w u j 1. The designer and installer shall take special note of limited clearances for all ducting. �! z a. Some ducts within the public spaces shall be routed lbw within architectural soffits (pay special attention to the 1 floor) . b. The selected MC shall work with the architect to size and route ducts within required soffits. 2.No fiberglass duct board shall be used unless proposed as a pricing alternate. 3. Joints in low- pressure duct shall be "T.D.C. ", Duct -Mate (installed per manufacturers' recommendations) or equal. An exception shall be ducts under 19" (on the longest side) may be "S" and "drive" cleats. a. Longitudinal seams may be either Pittsburgh or snap lock. b. All transverse joints shall be sealed per class C (duct tape is not an acceptable seal). c. Any soundliner shall have a special mat finish to limit erosion and be treated to limit microbial growth. 4. All ducts and pipes shall be insulated per the WSEC and local code(s). • Page #18 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. ° All Rights Reserved CMC a. All public space supply /return ducts shall be either soundlined or wrapped with appropriate insulation for good sound control and energy conservation. b. Provide soundliner downstream of all supply fans, z upstream of all exhaust fans and downstream of all terminal boxes for sound control. w 5. The use of flex duct shall be limited to branch duct runs a U to diffusers or return air connections. All flex duct shall 'v o be Thermaflex or equal with a mylar lining (the inner liner coo W shall be the air seal) and a helical reinforcing wire. wLL a. All flex ducts shall be installed per the W 0 manufacturer's recommendations and SMACNA standards. b. All flex duct runs shall be installed in a neat N m workmanlike manner with a maximum length of 8 feet d W (unless otherwise pre- approved). z Q. All mechanical piping systems shall be selected and designed per n ASHRAE, MCA and other industry standards. The piping material used UJ uj shall be compatible with the HVAC design and shall be installed in v U a neat and workmanlike manner. O - of 1. All piping shall be clearly labeled with all service valves W w tagged. H u. O 2. All equipment connections shall include service valves and Wu) the main piping shall include adequate operational isolation U valving for service and additions. p z 3. The piping system shall include industry standard provisions for balancing, pressure control, air venting, water hammer, etc... 4. All piping shall be thoroughly flushed, cleaned and tested prior to final fill and addition of any operating chemicals. 5. Piping systems subjected to possible freezing temperatures shall include design protection provisions (i.e. heat tracing, insulation, glycol, etc...). U. Provide all sealing around pipes, ducts and other mechanical work penetrating walls and slabs that are boundaries for recirculating and exhaust air. 1. The MC shall seal all rated assembly penetrations with a UL listed sealant specifically rated for the application. 2. Care shall be taken to prevent pipe contract to the structure for noise and vibration control. 3. Provide metal flashing for all pipes, ducts and conduits through the roof surface and for equipment supports, guy wire Comfort Suites D/B Narrative & Criteria Page #19 By: Chamberlain Mech. Corp. © All Rights Reserved CMC anchors and similar items supported by or attached to the roof deck. V. The location and selection of air diffusers, registers and grills shall be per the manufacturer's recommendations to optimize occupant comfort. 1. Perforated face diffusers are not acceptable. 2.All grills, registers and diffusers shall be provided with a factory "white" painted finish. Custom painting is excluded unless provided by others. 3. The TI design's quantity and location of return air grills shall add to the occupant comfort. a. Egg crate return air grills are acceptable. However, avoid the use of large 24" x 24" return air grills for sound and appearance control. i Provide soundlined cans on all meeting room return air grills. b. Locate interior zone return air or transfer air grills near /over doorways and remote from adjoining room return air grills to limit cross talk. W. All public toilets shall be mechanically exhausted per code and at a minimum of 2.0- cfm /sq. ft. X. Air & Water Balance Testing: The MC, or its subcontractor, shall perform all mechanical air and water balance testing as directed by the "Engineer of Record" per NEBB standards. 1. Test and start -up of all HVAC equipment shall be completed by the MC (not the balancing contractor) prior to air balance testing. 2. Specified air and water balance testing is separate from, and in addition to, any required commissioning process. Y. Mechanical Start -up and Testing: The use of a limited commissioning process does not diminish the requirement for, and the importance of, proper testing and start -up procedures performed by the MC on all equipment and systems. 1. Each trade shall include their normal contractual level of quality control, testing and field inspections. The MC shall follow industry standards and the manufacturer's recommendations for all system and equipment tests plus start- up procedures. 2. The MC shall provide a detailed record of a professional test and start -up procedure for all equipment and systems. 4 Page #20 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. o All Rights Reserved CMC This record shall provide complete data about each piece of equipment. a. The test and start -up of all fans, air handlers and VAV boxes shall be recorded on a pre- approved form similar in scope to the NEEB "Commissioning Check Sheet, System Start -up Verification" form. i The MC shall submit for approval all test and start -up forms prior to use. These forms shall be detailed in nature and include all relevant pre - start check items. Example: Test all motor - driven equipment, including fans and pumps, for proper rotation. Test amperage of motors for all such equipment and correct all conditions where motor overloading occurs. ii These completed forms shall be included in the O &M manual. b. The MC shall maintain records of all tests that shall be included in the final project documentation. Plumbing Design /Build Criteria: The plumbing concept shall be for a complete and fully operational hotel facility. The base bid shell plumbing shall be a complete "turn -key" design /build plumbing proposal. The plumbing scope of work shall include all primary services stubbed 5 feet outside the building perimeter (domestic cold water, sewer, storm and natural gas), all roof and overflow drains, all area drainage (decks and terraces), any booster or lift pumps, coordination with site water retention, finished toilet modules, specified hook -ups or rough -ins and generally a complete and finished plumbing system. A. The proposal pricing shall be broken down as required for each trade B. The plumbing waste and storm drain (DW &V) piping shall be standard weight cast iron (no plastic shall be allowed unless bid as a cost saving alternate). 1. No need for select fill for buried plumbing lines has been defined at this time. 2. The plumber shall include a fire sprinkler floor funnel type drain located in the main sprinkler room. 3. The public /employee toilet modules shall have floor drains. 4. There is no central Kitchen and therefore, there has been no need for a grease interceptor defined. C. Domestic hot and cold water piping shall be type "L" copper. Zone isolation valves shall be included for servicing. Comfort Suites D/B Narrative & Criteria Page #21 By: Chamberlain Mech. Corp. ° All Rights Reserved CMC 1.A domestic water fittings and connections shall be lead free soldered. 2. No water service or water distribution lines shall be installed in the slab. Z g i 3. All vertical and horizontal cold water mains shall be w insulated. Small fixture 1/2" branch lines need not be 6 D insulated. _Iv 4. All hot and cold water lines shall be installed per w w industry standards to prevent water hammer. - a. All washing machine hot /cold water connections shall w 0 include shock absorbers to limit water hammer. 5.All connections to mechanical equipment, ice machines, n exterior hose bibbs, and etc. shall have proper back -flow v w prevention. Z 6. There shall be outside cold water hose bibbs located to allow for reasonable building, deck and roof maintenance. All 1.1J al hose bibbs shall be the freeze proof type. There shall be a v o design development minimum allowance of nine (9) hose bibbs located as required for the follows coverage: g Li ' b. Building perimeter maintenance hose bibbs sufficient w z to cover all sides of the building within a maximum of U - 150 feet of hose (quantity of four). p z a. Trash area. c. One at the roof level for maintenance. d. Two within the Swimming Pool room. e. One in the Pool Equipment room. 7. All entry and deck hose bibbs shall be within flush locking type wall boxes. 8. The total domestic water piping system shall be flushed clean and sterilized by chlorine treatment prior to use. Multiple water quality tests (by the owner) may also be required prior to acceptance. 9. The use of plastic domestic hot and cold water piping shall be allowed only as a pricing alternate based upon the following criteria: a. The design engineer and the installation crew shall follow the pipe manufacturer's installation guidelines. b. The field installation crew shall be instructed by the manufacturer's representative on proper installation guidelines prior to beginning work. Page #22 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. ., All Rights Reserved CMC D. Vending Rooms (2 3 and 4 floors) : Each room contains a pop and ice machine and the ice machine requires both domestic cold water (with code isolation) and floor drain. 1. The lst floor Vending area also requires one ice machine domestic cold water (with code isolation) and floor drain. E. Roof and roof deck drainage systems: u � 1. Roof drains and roof overflow drains shall be as shown on v p the Architectural drawings. w a. The 4 floor roof: slopped roof areas shall have -� interior roof drains. wu' wo b. The MC shall route all roof drains to the storm detention tank that shall be furnished and installed by u. others. 92 C'1 FLU i The detention tank's outlet connection and Z E final connection to the outside utility (within 5 _ o feet of the building perimeter) shall be furnished w w and installed by the MC. o C. Roof overflow shall be handled by perimeter scuppers o (furnished and installed by others). w w w i Provide a pricing alternate for overflow drains piped to the roof perimeter wall and that penetrate L Z the wall skin using an architecturally approved trim W cn piece. O 2.All deck areas shall be drained with overflow handled by Z others (scuppers or other means furnished and installed by others) . a. Additional design input on the Pool deck is required. F. The planned natural gas, domestic water service, storm connection and sewer connections shall be shown on the preliminary site drawing package. No need for a domestic water booster pump and /or sewage /storm ejector pump has been identified. 1. The MC's bid proposal shall be based on all utilities stubbed 5 feet outside the building and shall include the final connections. Site work and utility connection fees are excluded from the MC's scope of work. 2. The plumbing domestic water design and installation shall include a building master PRV with manual by -pass plus backflow prevention, isolated landscape connection point with double check /back flow prevention, isolated services to any mechanical equipment and any other required services. Comfort Suites D/B Narrative & Criteria Page #23 By: Chamberlain Mech. Corp. © All Rights Reserved CMC 3. All utility services, connection fees and meters shall be provided by others. 4. All natural gas piping (for HVAC & Plumbing) shall be furnished and installed by the plumber. 5. The base bid plumbing design shall include HVAC coordinated points for interior A/C unit condensate drainage. All condensate drain piping to these drains shall be designed, furnished and installed by the HVAC subcontractor. a. Condensate from all rooftop equipment shall be dumped on the roof. G. Provide all sealing and fire protection around pipes and other mechanical work penetrating walls and slabs as required by code and that are boundaries for recirculating and exhaust air. 1. The MC shall seal all rated assembly penetrations with a UL listed sealant specifically rated for the application. 2. Care shall be taken to prevent pipe contract to the structure for noise and vibration control. 3. Provide metal flashing for all pipes through the roof surface and for equipment supports, guy wire anchors and similar items supported by or attached to the roof deck. H. The plumbing system shall be designed and installed to meet the same acoustical criteria as the HVAC design. The MC's bid /proposal shall include the services of a reviewing acoustical engineer to consult on how best to maintaining the required plumbing & piping systems installed performance. 1. The acoustical engineer shall advise the MC on installation and design standards to meet the performance criteria. 2. Where control of mechanical sound is beyond the mechanical design's "practical or cost effective" control, the engineer of record shall so advise the architect and recommend correction building design features to control mechanical sound generation and /or transmission. I. Mechanical Start -up and Testing: The use of a limited commissioning process does not diminish the requirement for, and the importance of, proper testing and start -up procedures performed by the MC on all equipment and plumbing systems. 1. Each trade shall include their normal contractual level of quality control, testing and field inspections. The MC shall follow industry standards and the manufacturer's recommendations for all system and equipment tests plus start- up procedures. } - Page #24 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. * All Rights Reserved CMC 2. The MC shall provide a detailed record of a professional test and start -up procedure for all equipment and piping systems. This record shall provide complete data about each piece of equipment and piping system test. J. The following plumbing fixture specification section is not intended to limit design innovation or. suppliers. This is only a sample product specification intended to provide a minimum quality guideline. Any toilet /bath room accessories (i.e. towel bars, dispenser, etc...) shall be furnished and installed by others. The following quality guide specification may include fixtures not used in the MC's proposal. All applicable items included as a part of the bid proposal shall, as a minimum, meet or exceed the following specification literally or the specification's functional intent for similar equipment. The scope of work includes furnishing all labor, materials, tools and equipment necessary for the complete installation of all plumbing and drainage systems, including all drains and accessories. Fixture connections shall be provided in accordance with the rough -in details of the manufacturer. Batteries of fixtures shall have rough outlets set in straight lines at equal spacing. All fixtures shall be anchored and supported per manufacturer's recommendations with extra bracing as needed and specified. All plumbing fixtures, their application and their installation shall meet applicable handicap Codes. Catalog cuts of all plumbing fixtures shall be furnished through the GC to the architect and owner during the design development phase for approval prior to use in the final design. All vitreous china fixtures shall be white as manufactured by American Standard or Kohler; all stainless steel fixtures shall be commercial weight (small sinks 20 ga. and large sinks 18 ga.) as manufactured by American Standard, Dayton, Just, or Elkay; all carriers and drains as manufactured by Zurn, Jay R. Smith, Josam or Wade; all faucets shall be by fixture manufacturer or as manufactured by Chicago, Delta or Moen; all fiberglass tub /showers enclosures (if proposed) shall be as manufactured by American Standard, Lasco or approved equal; all electric water coolers as manufactured by Elkay or Haws; all shower valves shall be pressure and temperature balanced type with service stops as manufactured by American Standard, Chicago, Delta, Symmons, or Powers. The above manufacturers are provided to establish quality standards. Any substitutions of equal quality shall be pre- approved prior to bidding or voluntary pricing alternates can be offered with or after the bid. Building standard plumbing fixtures shall be equal to the following (note there are several deviations from the Choice Hotels Standards): 1. Guest Rooms: z UO U NO O z Z O w ON off w U. O u Z U� O Comfort Suites D/B Narrative & Criteria Page #25 By: Chamberlain Mech. Corp. ° All Rights Reserved CMC a. Tank type pressure assisted, low -flow, flush, vitreous china with elongated bowl and open seat. b. Lays: Am. Std. Ovalyn II or Kohler Caxton with straight pattern tailpiece, loose key stops, pop -up drain and a single lever handle faucet (Am. Std. Hampton 4 ", Delta 520 TPM, Kohler Coralais or Moen Monticello 4 "). c. Tub /Shower: Am. Std. Salem (or Princeton) or Kohler Villager with a pressure /temperature balanced mixing valve with a chrome lever control handle and adjustable showerhead (with a 2.5 gpm flow restrictor) and a chrome arm plus flange. i A shower curtain rod (no glass door) shall be furnished and installed by others. ii A Grab Bar shall be furnished and installed by others. iii Additional ADA criteria required. d. Jetted Tubs: As selected. 2. Public Area Water Closets: Floor mounted, flush valve (low flow type), vitreous china with elongated bowl and open seat. At one location per toilet room provide for all ADA requirements. 3. Countertop Lavatories: self- rimming 20" x 17" vitreous china, straight pattern tailpiece, loose key stops, pop -up drain and a single lever handle faucet. Note: public lavatories shall have water conservation type faucets. 4. Urinals: Wall hung (similar to Am. Std. "Timbrook ") vitreous china with a flush valve. 5. Janitor's mop sink: Floor mounted, molded stone, 24" x 24" corner type (similar to a Fiat) with a wall mounted chrome faucet having a center hose spout and bucket hook, a hose with a vacuum breaker, a wall mounted hose bracket, and a stainless steel strainer. 6. Service Sink: Enameled Cast Iron wall hung service sink (similar to Am. Std. "Akron ") with a floor support and chrome plated, wall mounted faucet with a center hose spout, a vacuum breaker and a bucket hook. 7. Coffee Sink: Stainless steel, single compartment, countertop sink approximately 15" x 15" x 5" deep with a gooseneck type faucet, swing spout and 4" wrist handles. 8. Kitchen Sink: S. S. Double compartment countertop sink approximately 33" x 21" x 9" deep with a goose -neck type faucet, swing spout, a single lever handle and a valved 1/4" Page #26 Comfort Suites D/B Narrative & Criteria By: Chamberlain Mechanical Corp. 0 All Rights Reserved CMC coffee machine cold water service. At this location also provide rough in and connections for an owner furnished dishwasher and garbage disposal. At the sink provide an insta -hot dispenser. 9. Work Sinks: S. S. single compartment countertop sink (Elkay, Just, Dayton or equal) 22" x 21" x 6" deep with a gooseneck spout type faucet and single lever handle. 10. Drinking Fountain: NA 11. Pool Showers: Single temperature control. 12. Electric Water Cooler: Wall hung, semi - recessed, dual height /station type with barrier free design, push bars front and sides, satin finished stainless steel cabinet, 50 °F leaving water temperature, anti - splash top design, and one piece shielded bubbler. The design and installation shall meet all ADA requirements plus the architect's approval. 13. Exterior Hose Bibbs and Wall Hydrants: The type selected depends upon the application and appearance. The architect shall make all final selections, but guidelines are as follows: shall be freeze proof design and have a vacuum breaker and /or internal air vent. They shall be keyless (or removable handle) and /or have handles located within a valve box. The valve box design shall be required at entries and other very visible locations. 14. Pool Deck Drains: Trench drains by Pool Contractor 15. Roof Drains: shall be the type and size appropriate for the application and the roof construction. 16. Area /Deck Drains: shall be the type and size appropriate for the application and the roof constructi 17. Floor cleanouts in finished locations shall have bronze top and vandal proof cover. ° File #Spec \Tukwila Comfort Inn Criteria March 1, 2001 (Date Last Revised: 3/19/01) EXHIBIT D: z SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, h W re AND GEOTECHNICAL ENGINEERING REPORT 00 U 0 T K ILA W U W FAMILY FUN CENTER PROPOSED NEW HOTEL AND N OFFICE BUILDING w 0 Tukwila, Washington o wW o w z U = Prepared for: � Tukwila Family Fun Center 7300 Fun Center Way Tukwila, Washington 98188 Prepared by: Associated Earth Sciences, Inc. 911 5 Avenue, Suite 100 Kirkland, Washington 98033 425 -827 -7701 Fax: 425- 827 -5424 November 15, 2000 Project No. KE00689G Tukwila Family Fun Center Proposed New Hotel and Office Building Tukwila, Washington I. PROJECT AND SITE CONDITIONS Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Project and Site Conditions 1.0 INTRODUCTION Z This report presents the results of our subsurface exploration, geologic hazard, and w geotechnical engineering study for the proposed new hotel and office building adjacent to the 6 U Tukwila Family Fun Center in Tukwila, Washington. Our recommendations are preliminary U co 0 in that definite building construction details have not been finalized at the time of this report. w The proposed building location and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 1. We have also included w 0 locations and logs for explorations performed during previous geotechnical and environmental g studies by other consultants. In the event that any changes in the nature, design, or location of t the structure is planned, the conclusions and recommendations contained in this report should tn be reviewed and modified, or verified, as necessary. I w 1.1 Purpose and Scope w o The purpose of this study was to provide subsurface data to be utilized in the preliminary N design and development of the aforementioned project. Our study included a review of o (- available literature including the following geotechnical and envirotunental reports: 0 • Giles Engineering Associates, Inc. (Giles), Preliminary Geotechnical z Engineering Exploration and Analysis, Proposed La Quinta Inn, Interurban U N Avenue and Grady Way, Tukwila, Washington, March 24, 1998 0 • GeoEngineers, Report Geotechnical Engineering Services, Family Fun Center, Tukwila, Washington, June 30, 1997 • GeoEngineers, Phase I Environmental Site Assessment Report, Proposed Family Fun Center, Tukwila, Washington, August, 12, 1997 The study also included excavation of exploration pits, drilling test borings, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and ground water conditions. Geologic hazard evaluations and engineering studies were also conducted to determine suitable geologic hazard mitigation techniques; the type of suitable foundation, allowable soil bearing pressures, anticipated settlements, basement /retaining wall lateral pressures, floor support recommendations and drainage considerations. This report summarizes our current fieldwork and offers hazard mitigation and development recommendations based on our present understanding of the project. November 15, 2000 SGN /da - KE006S9G2 . LD•D: Idalll -00 - W'K ASSOCIATED EARTH SCIENCES, INC. Page 1 N w Tukwila Family Fun Center Proposed New Hotel and Office Building Tukwila, Washington Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Project and Site Conditions 1.2 Authorization Written authorization to proceed with this study was granted by Mr. John Huish of Tukwila Family Fun Center, LLC on October 18, 2000. Our study Was accomplished in general accordance with our scope of work letter dated October 11, 2000. This report has been prepared for the exclusive use of Tukwila Family Fun Center, LLC and their agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. No other warranty, express or implied, is made. 2.0 PROJECT AND SITE DESCRIPTION This report was completed with an understanding of the project based on a preliminary building layout and site plan provided by Tukwila Family Fun Center, LLC. We understand that you intend upon constructing a new hotel and office building on two separate parcels of property located adjacent to your Tukwila Family Fun Center. The parcels are designated Parcel 1, which in on the west side, and Parcel 2, which is on the east side. Parcel 2 would support a four- story, 140 -room hotel, associated parking, indoor swimming pool, and landscaping. Parcel 1 would support a three -story office building with a footprint of approximately 10,000 square feet, surrounded by at grade parking and landscaping. Both parcels are relatively flat and support scattered wild vegetation. Both parcels have been subject to past grading activities. 3.0 SUBSURFACE EXPLORATION Our field study included excavating 11 exploration pits, drilling one exploration boring, and performing a geologic hazard reconnaissance to gain information about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed represent gradational variations between sediment types in the field. If changes occurred between sample intervals in our borings, they were interpreted. Our explorations were approximately located in the field by measuring from known site features shown on the site plan provided by Tukwila Family Fun Center LLC. We did not have a topographic survey at the time our fieldwork was completed. The conclusions and recommendations presented in this report are based on the 12 explorations completed for this study and supplemental information contained in the Giles and GeoEngineers' reports. The number, location, and depth of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below November 15, 2000 SGH /da - K£00699G2 - tD -D: Idal11 -00 - WV2K ASSOCIATED EARTH SCIENCES, INC. Page 2 re UO 0 u_ u. a g � w 0 O • - o E- wW U. n w z U= z Tukwila Family Fun Center Proposed New Hotel and Office Building Tukwila, Washington Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Project and Site Conditions 3.1 Exploration Pits 3.2 Exploration Borings ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions are sometimes present due to the random nature of deposition and the alteration of topography by past grading and /or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re- evaluate specific recommendations in this report and make appropriate changes. Exploration pits were excavated with a track - mounted backhoe. The pits permitted direct, visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by a geotechnical engineer from our firm. All exploration pits were backfilled immediately after examination and logging. Selected samples were then transported to our laboratory for further visual classification and testing, as necessary. The exploration boring was completed by advancing a 3 -3/8 -inch inside - diameter, hollow -stem auger with a truck - mounted drill rig to a depth of approximately 10 feet. Below 10 feet, the boring was completed with mud rotary drilling techniques. During the drilling process, samples were obtained at generally 5 -foot -depth intervals. The borings were continuously observed and logged by a geotechnical engineer from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test procedure in accordance with ASTM:D 1586. This test and sampling method consists of driving a standard 2 -inch outside - diameter, split - barrel sampler a distance of 18 inches into the soil with a 140 -pound hammer free - falling a distance of 30 inches. The number of blows for each 6 -inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ( "N ") or blow count. If a total of 50 is recorded within one 6 -inch interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or N- value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split - barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. We performed mechanical grain size analysis by ASTM Method D 2487 on samples collected at depths of 15 and 20 feet. Moisture contents were obtained for samples collected at depths of 5 and 10 feet. The results of these tests are presented in the Appendix following the exploration logs. November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SGN /da - KE006. 9G2 - WIC- D:Idal!f -W - W2K Page 3 Tukwila Family Fun Center Proposed New Hotel and Office Building Tukwila, Washin_ ton 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of previous geotechnical and environmental reports prepared for this property. As shown on the field logs, the exploration holes generally encountered fill materials overlying natural alluvial deposits of loose sands overlying medium dense to dense sands. The following section presents more detailed subsurface information organized from the upper (youngest) to the lower (oldest) sediment types. 4.1 Stratigraphy Fill Fill soils (those not naturally placed) were encountered in all explorations. The fill ranged in thickness from 5.5 or 6 feet in EB -1, EP -1 and EP -11 to as much as 16 feet in EP -5. As noted on the exploration logs, the fill consisted of loose to medium dense, moist, brown to black, silty sand with sandy silt and large amounts of rubble and debris. The rubble and debris consisted of concrete and asphalt pieces to 6 feet in diameter or width, pipe, plastic, wood, wire, and scrap metal. The fill generally became thicker and contained more large debris on central and eastern portion of Parcel 2. These materials appear to vary in both quality and depth across the site. Since the quality, thickness, and compaction of the fill materials is low or variable, the fill is unsuitable for direct structural support. Figure 1 shows areas where large sized rubble was encountered. These areas have been delineated to estimate areas that may require excavation of fill soils during pile installation. Other areas containing larger rubble fill that were not explored by this current study, should be expected. Alluvium Natural alluvial soils beneath the fill materials consisted of loose to medium dense, moist, dark brown to gray, fine sand with traces of silt and occasional lenses of siltier material and gravel. These alluvial soils were deposited by the Green River within the last 10,000 years, according to the "Geologic Map of the Renton Quadrangle, King County, Washington, " by D.R. Mullineaux, 1965. Our exploration pits only penetrated the upper few feet of this material due to the overlying thickness of fill soils. However, borings completed by Giles show that this material is generally medium dense grading to dense at depths ranging from 25 to 40 feet within the proposed hotel building footprint. In the area of the proposed office building, our boring EB -1 indicated that this material was loose to a depth of 35 feet and graded to dense at a depth of 60 feet. The explorations performed by GeoEngineers and previous consultants referenced in the GeoEngineers report show similar soil conditions on the project site. November 15, 2000 SGH /da - KE00689G2 - CD -D: Ida l i i -W - W'K Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Project and Site Conditions ASSOCIATED E4RTH SCIENCES, INC. Page 4 Tukwila Family Fun Center Proposed New Hotel and Office Building Tukwila, Washington 4.2 Hydrology Ground water seepage was not encountered in any of our exploration pits completed to maximum depths of 21 feet. EB -1 and the borings completed by Giles were completed with mud rotary techniques, and therefore, accurate ground water elevations could not be obtained. However, ground water was noted on GeoEngineers exploration GB -2 in the area of the proposed office building at a depth of about 16 feet. Ground water depths in the proposed hotel area ranged from 5 to 17 feet in explorations completed by other consultants included in GeoEngineers' reports. Two of these previous explorations include monitoring wells completed in November of 1996. Ground water levels were measured at 11.5 and 17.25 feet in GCW -16 and GCW 17 respectively. In general, two types of ground water may be encountered on the site. The first would be a "perched" water table that forms during wet periods of the year above the less permeable strata within the fill soils. Perched water occurs when surface water infiltrates down through relatively permeable soils and becomes trapped or "perched" atop a comparatively impermeable barrier such as the silty layers within the fill. The second ground water horizon may be encountered in excavations that penetrate into the underlying alluvial sands and represent the unconfined regional aquifer. It should be noted that fluctuations in the level of the ground water may occur due to the time of the year and variations in rainfall and adjacent river levels. November 15, 2000 SCH /da - KE00689G2 - LD- D :Ida1 t 1-00 - W2K Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Project and Site Conditions ASSOCIATED EARTH SCIENCES, INC. Page 5 Proposed New Hotel and Office Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washin ton Geolo is Hazards and Miti ations The following discussion of potential geologic hazards is based on the geologic, slope and ground water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide, and erosion hazards, including sediment transport. 5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Lowland with great regularity. Fortunately, the vast majority of these events are small and are usually not felt by man. However, large earthquakes do occur as evidenced by the 1949, 7.2 magnitude event and the 1965, 6.5 magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of earthquake return rates indicate that an earthquake of the magnitude between 5.5 and 6.0 likely will occur within the next 8 to 12 years. Generally, there are 4 types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and 4) the actual shaking. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5.1 Surficial Ground Rupture Generally, the largest earthquakes which have occurred in the Puget Sound /Seattle area are sub - crustal events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, no surficial faulting or earth rupture, as a result of deep, seismic activity, has been documented to date, in the King County Region. Therefore, it is our opinion, based on existing geologic data, that the risk of surface rupture impacting the proposed project is low. 5.2 Seismically Induced Landslides II. GEOLOGIC HAZARDS AND MITIGATIONS Steep slopes occur along the banks of the Green River, greater than 150 feet to the north of the property. However, risk of static or seismically induced landsliding affecting the proposed development is low due the lateral separation between the proposed structures and the river banks. 5.3 Liquefaction We performed a liquefaction hazard analysis for this site in accordance with guidelines published in Seed & Idriss, 1982; Seed et. al, 1985; and Kramer, 1996. Liquefaction occurs when vibration or ground shaking associated with moderate to large earthquakes (generally in excess of Richter Magnitude 6) results in loss of internal strength in certain types of soil November 15, 2000 SCH /da - KE00689G2 • LD- D.•Ida11 ! -00 - N^_K ASSOCIATED EARTH SCIENCES, INC. Page 6 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washin; ton deposits. These deposits generally consist of loose to medium dense sand or silty sand that is saturated (e.g., below the water table). Loss of soil strength can result in consolidation and /or lateral spreading of the affected deposit with accompanying surface subsidence and /or heaving. Liquefaction occurs because the soil builds up excess hydrostatic pressure with the application of cyclic shear stresses that are induced by ground motions during an earthquake. If the soil is loose, the water pressure between the soil particles will suddenly increase to a value equal to the confining pressure applied by the weight of soil above the affected zone, resulting in deformations (shear strains in excess of 20 percent). Soil with a "high" risk of liquefaction displays this type of behavior during an earthquake and can result in the sinking or tilting of heavy structures or the floating of light buried structures. If the soil is dense, it develops enough shear resistance to withstand the applied cyclic stresses even with increased pore water pressures. The associated deformations are much smaller, and thus have a "low" risk of liquefaction. However, deformations such as building subgrade soil settlement can still occur to a lesser extent in this soil type. The liquefaction potential is dependent on several site - specific factors such as soil grain size, density (modified to standardize field obtained values), site geometry, static stresses, level of ground acceleration considered, and duration of the event. The earthquake parameters (a Magnitude 7.5 earthquake occurring directly beneath the site with a peak horizontal ground acceleration of 0.30g) used in our liquefaction analyses are in accordance with the recommended parameters set forth in the 1997 Uniform Building Code (UBC) Guidelines. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (CSR - the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. As depicted on Figure 2, these parameters can be plotted to show the potential for liquefaction with depth for the subject property. Figure 2 demonstrates that values of CSR calculated based on soil properties at the site are generally higher than values that would be theoretically necessary for liquefaction to occur within the site soils. Therefore, our analysis indicates that the site soils have a high risk of liquefaction above a depth of 55 feet. Pile foundations that extend at least 10 to 15 feet below the liquefiable zone will substantially reduce the potential for seismically induced building settlement. The presence of a 15 -foot- thick, non liquefiable "crust' will substantially reduce the total settlement that would be realized at the ground surface. Surface settlements of several inches are; however, possible. 5.4 Ground Motion The project site is located within a Zone 3 rating for seismic activity on a scale of 1 (lowest) to 4 (highest) based on the Seismic Zone Map of the United States, Figure No. 16 -2 in the 1997 edition of the UBC. This zonation is based on past earthquake activity in the Puget Sound region. As such, design recommendations in the report accommodate the possible effect of November 15, 2000 SGI1;da - KE006S9G2 - LD•D:IdaI!!. X - W2K Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Geolo; is Hazards and Mitigations ASSOCIATED EARTH SCIENCES, INC. Page 7 °.M Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washin: ton seismic activity in areas with a Zone 3 rating, corresponding to a peak ground acceleration of 0.3g (a Richter Magnitude 7.5 earthquake occurring directly beneath the site), in accordance with UBC guidelines, using soil type SE. 5.5 Landslides Steep slopes occur along the banks of the Green River, north of the property. However, the risk of slope movement within the banks of the Green River affecting the proposed development is low due the lateral separation (in excess of 150 feet) between the proposed structures and the river banks. N u w To mitigate and reduce the erosion hazard potential and off -site soil transport, we recommend o 1) All storm water from impermeable surfaces should be tightlined into approved storm water drainage system or temporary storage facilities. g t- w w 2) To reduce the amount of soil transport, silt fences should be placed along the o ti . Z U N 3) Construction should proceed during the drier periods of the year and disturbed p 6.0 EROSION HAZARDS AND MITIGATION the following: site margins. November 15, 2000 SGH /da - KE00689G2 - LD -D: Ida V /-Q0 - W2K areas should be re- vegetated as soon as possible. Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Geolo: is Hazards and Mitt ' ations 4) Soils to be reused around the site should be stored in such a manner as to reduce erosion. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting or the use of hay bales /silt fences. ASSOCIATED EARTH SCIENCES, INC. Page 8 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washington 7.0 INTRODUCTION 8.0 SITE PREPARATION November 15, 2000 SGH /da - KE00689G2 • LD•D: Idalll -o0 - W2K Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Desi - n Recommendations III. DESIGN RECOMMENDATIONS The site contains some potential soil and foundation - oriented complications, especially with respect to concrete rubble in the existing fill, loose granular soils susceptible to liquefaction, and moisture- and disturbance- sensitive soils. The conclusions and recommendations in this report are based upon the assumption that the foundations, floor slab, and grading construction are observed by a geotechnical engineer or engineering geologist from our firm. The proposed project is feasible from a geotechnical engineering standpoint using pile foundations for the building superstructure, and pile- supported lower floor slabs. Loose surficial fill and native soils should not be used to support planned foundations. Pavement support on existing fills is possible with some near - surface remedial improvements. Due to the presence of loose surficial soils and the possible need to raise site grades, some settlement of non -pile support structures and paved areas; however, is anticipated. Site preparation of planned building and road /parking areas that will not be supported by pile foundations should include removal of all brush, debris, and any other surficial deleterious material. Additionally, any upper organic topsoil encountered should be removed and the remaining roots grubbed. Areas where loose surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Most of the fill encountered in our exploration pits was in a loose to medium dense condition. However, the density, thickness, and rubble content of the fill across the site is highly variable. We anticipate that the upper loose surficial fill soils, once re- compacted or replaced with structural fill, will be adequate for support of pavement and other external surfacing such as sidewalks. However, there will be a risk of long term damage to these surfaces including, but not limited to, rutting, yielding, cracking, etc. if the uncontrolled loose fill is not completely removed and replaced with compacted structural fill. The risk can be reduced by selective removal and replacement of the most settlement - sensitive near - surface soils. Utilities founded above loose uncontrolled fill that contain abundant rubble are also at risk of settlement and associated damage. The extent of stripping necessary in areas of the site to receive external surfacing, such as sidewalks and pavement, can best be determined in the field by the geotechnical engineer or engineering geologist. We recommend that road and parking areas be proofrolled with a loaded dump truck to identify any soft spots. If construction is to proceed during wet weather, ASSOCIATED EARTH SCIENCES, INC. Page 9 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washington we recommend systematic probing in place of proof rolling to identify soft areas of the exposed subgrade. These soft areas should be overexcavated and backfilled with structural fill. The on -site fill soils contain a high percentage of fine- grained material which makes them moisture- sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. Consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine- grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near - surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. As noted previously, two monitoring wells are located on the property. If the wells will not be used in the future, they should be properly abandoned. Specific standards for abandonment of wells depend on the type of well in question. The State of Washington Department of Ecology (Ecology) outlines this information in a publication entitled Minimum Standards for Construction and Maintenance of Water Wells. Local regulations may also apply. 9.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After overexcavation/stripping has been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to receive fill should be recornpacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free - draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free - draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as November 15, 2000 SCH /c/a - KE00699G2 - LD•D: Ida111-00 - W2K Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Desi n Recommendations ASSOCIATED EARTH SCIENCES, INC. Page 10 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washin; ton Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Desi : n Recommendations non - organic soil, acceptable to the geotechnical engineer, placed in maximum 8 -inch loose lifts with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current local or county codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the roadway edges before sloping down at an angle of 2H:1V. The contractor should note that any proposed fill soils must be evaluated by Associated Earth Sciences, Inc. (AESI) prior to their use in fills. This would require that we have a sample of the material 48 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine- grained material (smaller than No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture - sensitive. Use of moisture - sensitive soil in structural fills should be limited to favorable dry weather conditions. The on -site soils generally contained significant amounts of silt and are considered moisture- sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free - draining gravel and /or sand should be used. Free - draining fill consists of non - organic soil with the amount of fine- grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in- place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part -time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 10.0 FOUNDATIONS Due to the presence of loose surficial soils, the existing loose fill with concrete rubble, and the potential for long -term settlement or liquefaction- induced settlement, a deep foundation system is recommended for support of the proposed structures. For this project, we recommend the use of auger -cast piles. Augercast piles offer the flexibility to adjust pile lengths to accommodate site conditions combined with a relatively high capacity per pile. We have presented a pile capacity based on a common diameter and nominal embedment depth into the bearing stratum. Higher capacity piles are possible. Once actual column loads are established, it may be prudent to re- evaluate the pile capacities presented in order to provide the most efficient pile cap and pile configuration. November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SGHIda - KE00689G2 . I.D -D: %datl1.00 - W2K Page 11 f Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washington Cast -in -place concrete piles (Augercast) may be used for foundation support. We recommend that an experienced contractor install all piles. It should be noted that concrete, asphalt, logs, and other large debris were encountered in the fill. The areas where we encountered large rubble and debris in our explorations, within the proposed hotel building footprint, are delineated on Figure 1, (other areas of large debris should be expected). It will be necessary to have a backhoe present during pile installation to dig out obstacles and backfill the excavation prior to drilling piling. Because of the variable nature of the subsurface soils, it is inappropriate to provide exact pile lengths. However, We estimate pile lengths to be on the order of 50 to 55 feet for the proposed hotel and 70 to 75 feet for the proposed office building. Augercast piles with a minimum diameter of 18 inches will be capable of supporting loads on the order of 50 tons when embedded a minimum distance of 10 feet into the lower, dense bearing stratum. Allowable design loads may be increased by one -third for short -term wind or seismic loading. Anticipated settlements of pile supported structures will generally be on the order of 1 inch. 10.1 Lateral Pile Capacity Although the majority of lateral resistance to wind and seismic loading will be generated by passive resistance against the grade beams, the piles will provide an additional capacity of 5 tons (applied at the pile top) with less than one inch of deflection assuming the pile is fixed at the ground surface. This lateral capacity is applicable for the liquefied, seismic loading conditions. For reinforcement design, a depth of fixity of 15 feet should be assumed. Piles within 10 feet of another pile along the direction of force should be considered to be in the zone of influence and the lateral capacity of only one of these piles should be used in design. If the lateral contribution of the piles is more critical to the practical design of the structure, we can provide a comprehensive lateral pile analysis. Such an analysis would present lateral pile capacities taking into account the interaction between piles. 10.2 Uplift Capacity Uplift capacity of augercast piles develops as skin friction between the pile surface and the surrounding soil. For 18 -inch diameter piles installed as recommended, we recommend the use of an allowable uplift capacity of 10 tons per pile. The weight of the pile should be neglected. This uplift capacity is applicable to the liquefied, seismic loading condition. All piles designed to resist uplift loads should be provided with full- length reinforcement. At a minimum, this should include a No. 8 reinforcing bar installed through the full length of the unset grout column. 10.3 Pile Inspections Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Design Recommendations The actual total length of each pile may be adjusted in the field based on required capacity and conditions encountered during drilling. During installation, the pile contractor should provide November 15, 2000 SGH /da - KE00689G2 - LD- D:Ida1II -07 - W2K ASSOCIATED EARTH SCIENCES, INC. Page 12 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washin8ton a calibrated grout pump to track grout volumes. An inline pressure gauge is also recommended. Since completion of the pile takes place below ground, the judgment and experience of the geotechnical engineer or his field representative must be used as a basis for determining the required penetration and acceptability of each pile. Consequently, use of the presented pile capacities in the design requires that all piles be inspected by a qualified geotechnical engineer or engineering geologist from our firm who can interpret and collect the installation data and examine the contractors operations. AESI, acting as the owner's field representative, would determine the required lengths of the piles and keep records of pertinent installation data. A final summary report would then be distributed, following completion of pile installation. 11.0 LATERAL WALL PRESSURES All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled rigid walls, which cannot yield, should be designed for an equivalent fluid of 50 pcf. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of on -site fill soils comprised of primarily silty sand, free of debris and deleterious materials, and compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended as this will increase the pressure acting on the wall. A lower compaction may result in settlement of the slab -on -grade above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above 'values. Perimeter footing drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the wall. This would involve installation of a minimum 1- foot -wide blanket drain for the full wall height using imported, washed gravel against the walls. 11.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the pile caps and grade beams, and the existing fill soils or structural fill, or by passive earth pressure acting on the buried portions of these elements. The foundations must be backfilled with structural fill, compacted to at least 95 percent of the maximum dry density, to achieve the passive resistance provided below. We recommend the following design parameters: November 15, 2000 SGH /da - KE00639G2 - LD- D:Ida111.00 - W2K Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Desifn Recommendations ASSOCIATED EARTH SCIENCES, INC. Page 13 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila. Washin: ton • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.30 The above values include a safely factor of 1.5. 12.0 FLOOR SUPPORT A structural slab floor, supported by pile foundations designed in accordance with our above recommendations, should be used for the office and hotel structure due to the liquefiable soils at this site and the variability of the surficial soils. The floor should be cast atop a minimum of 4 inches of washed granulithic material or pea gravel to act as a capillary break. It should also be protected from dampness by an impervious moisture barrier or otherwise sealed. 13.0 SPREAD FOOTING FOUNDATIONS Ancillary structures such as dumpster enclosures and low screen walls can be supported on conventional shallow foundation. For design, a maximum allowable soil bearing pressure of 1,000 psf should be used assuming footing subgrades consist of recompacted existing fill in a firm and unyielding condition. If soft soils are present, they should be removed and replaced. All footings should be embedded at least 18 inches for frost protection and should have a minimum width of 24 inches. 14.0 DRAINAGE CONSIDERATIONS All retaining and grade -beam footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set 2 inches below the bottom of the footing at all locations and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. In addition, all retaining walls should be lined with a minimum 12- inch -thick washed gravel blanket provided over the full - height of the wall, and which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. Because of the seasonally high water table, hydrostatic uplift forces can be developed on the bottom of the proposed swimming pool. The pool should be pile supported. To resist hydrostatic uplift on the pool, each pile can be assumed to provide 10 tons of uplift resistance. We recommend that the pool be equipped with a sub slab drainage system if storm drainage grades allow. November 15, 2000 SGH /da - KE00639G2 - W - D:Ida%ll - 00 - W2K Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Desi n Recommendations ASSOCIATED EARTH SCIENCES, INC. Page 14 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washington 15.0 PAVEMENT RECOMMENDATIONS The majority of the parking and access areas are planned for those portions of the site underlain by weak, rubble fill materials and soft soils. These materials exhibited varying densities and were observed to be relatively loose. As such, some remedial measures will be necessary for support of pavement. To reduce the depth of overexcavation required to achieve a suitable subgrade for support of the pavement, we recommend that an engineering stabilization fabric be placed over the stripped subgrade prior to filling. The addition of an engineering stabilization fabric permits heavier traffic over soft subgrade and increases the service life of the system. The fabric acts as a separation barrier between the existing, relatively fine- grained surficial materials on the site and the load- distributing aggregate (sand or crushed rock). As a separator, it reduces the loss of costly aggregate material into the subgrade and prevents the upward pumping of contaminating silt into the aggregate. The high tensile strength and low modulus of elongation of the fabric also act to reduce localized stress by redistributing traffic loads over a wider area of subgrade. In addition, the recommended method of installation (proofrolling) identifies weak areas, which can be improved prior to paving. After the area to be paved is stripped, engineering stabilization fabric such as AMOCO 2002 (or equivalent) should be placed over the subgrade with the edges overlapped in accordance with the manufacturer's recommendations. Following subgrade preparation, clean, free - draining structural fill should be placed over the fabric and compacted to 95 percent of ASTM:D 1557. Where fabric is exposed, spreading should be performed such that the dozer remains on the fill material and is not allowed to operate on uncovered fabric. When 12 inches of fill has been placed, the fabric should be proofrolled with a loaded dump truck to pretension the fabric and identify soft spots in the fill. Upon completing the proofrolling operation, additional structural fill should be placed and compacted to attain desired grades. Upon completion of the structural fill, a pavement section consisting of 2' inches of asphalt concrete pavement (ACP) underlain by 2 inches of 5/8 -inch crushed surfacing top course and 4 inches of 1'4 -inch crushed surfacing base course is the recommended minimum. The crushed rock courses must be compacted to 95 percent of maximum density. Given the variable in- place density of the existing fill subgrade, some settlement of paved areas should be anticipated unless the existing fill is entirely removed and replaced with structural fill. 16.0 PROJECT DESIGN AND CONSTRUCTION MONITORING November 15, 2000 SGH /da - K£00699G2 - th -D: Idal! 1.00 - W2K Subsurface Erploration, Geologic Hazard, and Geotechnical Engineering Report Design Recommendations At the time of this report, site grading, structural plans, and construction methods have not been finalized and the recommendations presented herein are preliminary. We are available to provide additional geotechnical consultation as the project design develops and possibly ASSOCIATED EARTH SCIENCES, INC. Page 15 Proposed New Hotel and Office Building Adjacent to Tukwila Family Fun Center Tukwila, Washin; ton Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Desi : n Recommendations changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know and we will prepare a cost proposal. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington .Jee-‘424A VVIAZdet Susan G. Harrison, P.E. Project Engineer Attachments: Figure 1: Site and Exploration Plan Figure 2: Liquefaction Analysis Appendix A: Exploration Logs (AESI) Appendix B: Exploration Logs (other consultants) I EXPIRES 11 / 20 / P� Kurt D. Merriman, P.E. Associate Engineer ASSOCIATED EARTH SCIENCES, INC. November 15, 2000 SGH/da - KE00689G2 . LD -D: IcfaUl •00 - w2K Page 16 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. I NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Geotechnical Engineering alai t {rt. Solid and Hazardous Waste Water Resources Associated Earth Sciences, Inc. Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report TUKWILA FAMILY FUN CENTER !ROPOSED NEW HOTEL AND OFFICE BUILDING Ecological /Biological Sciences It Geologic Assessments • Tukwila, Washington Prepared for Tukwila Family Fun Center, LLC. Project No. KE00689G November 15, 2000 miwilsolooss -e i O o NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0.000 0 HIGH 5 - GROUND ' WATER LEVEL 10 15 2 • 20 • 25 - U t 30 7 N " C35 2 0) 340 0 d .0 445 0 ' 50 CL W 0 55 60 65 70 75 80 Associated Earth Sciences, Inc. • f i t THEORETICAL CSR TO CAUSE LIQUEFACTION CYCLIC STRESS RATIO (CSR) 0.100 0.200 0.300 0.400 0.500 • CALCULATED VALUES OF CSR FOR SITE SOILS HIGH RISK OF LIQUEFACTION WHERE CALCULATED CSR > THEORETICAL CSR • LIQUEFACTION ANALYSIS TUKWILA FAMILY FUN CENTER TUKWILA, WASHINGTON 0.600 0.700 FIGURE 2 DATE 11,'00 PROJECT NO. KE00689G b 4 t=i G NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. I 9 z 0. 0 an OS Project Name Family Fun Center Ground Surface Elevation (ft) Location Tukwilla. WA Datum N/A Driller/Equipment Gregory/B -61 Mud Rotety Date Start/Finish 1 0/96/001 0/2s /2(l(l(l Hammer Weight/Drop 140# / 30" Hole Diameter (in) g" a= 0 — 10 — 15 — 20 25 — 30 — 35 — 40 I -I 4 1 ABflCCIATED BCCIE ICES, INC I I 1 I I 1 S T 0 a S -1 S -2 S -3 S-4 S -5 S -6 S -7 S -8 e f Explorati- I Log Project Number Exploration' . .fiber KE00689G EB -1 DESCRIPTION FIll Loose, moist. brown, SILTY fine SAND with gravel and concrete and lenses of silt with sand and gravel. (SM/ML) Alluvium Loose, moist, brown, fine SAND with traces of silt. (SP) Contains lenses of soft silt with fine sand (ML) from 10' - 15' (drilling method switched from HSA to mud rotary). Grades to very fine to fine SAND with traces of silt and medium sand. (SP) Contains very thin peat stringers and wood fragments 30' - 35'. Grades to medium dense, gray, fine to medium SAND with coarse sand and fine gravel and trace wood. (SP) Grades to medium dense, black, very fine SAND with silt and trace gravel. (SP -SM) 3 3 3 2 2 1 1 2 3 3 3 3 3 5 5 2 4 5 7 9 9 5 8 10 Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) J No Recovery M - Moisture �j 3" OD Split Spoon Sampler (D & M) I] Ring Sample Water Level 0 5 Grab Sample Z Shelby Tube Sample Water Level at time of drilling (ATD) A3 Ae A6 Blows /Foot 10 20 30 40 A10 £9 x'18 £18 Sheet 1 of 2 Logged by: SGH Approved by: N 6 0 rill ASSOCIATED EARTH SCIENCES, INC Explorati 1 Lo • _ Project Number Exploration i._.nber EB -1 Sheet 2 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Family Fun Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A Tukwilla. WA Datum Gregory/B-61 Mud Rotary Date In /26/nn,1n /7P /2nnn 140# / 30" Hole 6- r u '41daa setdwes I toqus ol4dWO DESCRIPTION uogatdwo3 tleM ta^e1,eleM Blows /Foot 10 20 30 40 Other Tests I — 45 . — — 55 — 60 — 65 — 70 — 75 — 80 I S -9 S -10 • S -11 I S -12 S -13 S -14 T' i S -15 11„ , S.16 1 i O O O O O f...'._ . 000000 Grades to trace silt. (SP) Medium dense, gray, lino GRAVEL with fine to coarse sand and trace silt. (GP) Grades to loose, gray, line to medium SAND with gravel and traces of silt. (SP) Grades to dense, gray, tine SAND with coarse sand and gravel lenses. P) Grades to medium dense. g *22 13 1 12 4 4 4 17 13 15 15 14 14 17 a 15 13 10 11 • . * X23 *25 31 30 x.31 Bottom of exploration boring at 81.5 feet i Sampler Type (ST): CO 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: SGH i 3" OD Split Spoon Sampler (D & M) [ Ring Sample 2 Water Level 0 Approved by: Loi Grab Sample 17 1 Shelby Tube Sample 1 Water Level at time of drilling (ATD) U udaa This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION 1 — 2 — 3 -- 4 -- 5 — 6 — 7 — 8 — 9 — 10 — 11 — 12 — 13 — 14 — — Fill Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal (minor large -sized rubble). Alluvium Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 15 16 — 17 -- 18 19 Bottom of exploration pit at depth 15 feet Moderate caving below 5.5'. No ground water, 0 G LOG OF EXPLORATION PIT NO. EP -1 Family Fun Center Tukwilla, WA /AEI ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 E Logged by: SGH 8 Approved by: V M w 00 �W N LL W° g LL w z �O LU W Ep 0- c i- wW u. tii Z v� 0 Z V '111d90 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpification of actual conditions encountered. DESCRIPTION 1 — 2 — 3 — 4 — 5 — 6 — 7 — 8 — 9 ! 10 — 11 — 12 — Fill Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. Large pieces of asphalt, concrete, and wood to base of fill. 13 14 — 15 — 16 — 17 — Alluvium Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 18 19 .— Bottom of exploration pit at depth 18 feet Moderate caving below 9'. No ground water. LOG OF EXPLORATION PIT NO. EP -2 a 2 Logged by: SGH ASSOCIATED EARTH Approved by: SCIENCES, INC Family Fun Center Tukwilia, WA Project No. KE00689G October 2000 J 'quda This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION 1 — 2 — 3 4 -- 5 -- 6 -- 7 -- 8 — 9 — 10 — 11 — 12 • Fill Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. • Moderate quantities of concrete and bricks below 10'. 13 -- 14 -- 15 — 16 -- 17 — Alluvium Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 18 19 -~ Bottom of exploration pit at depth 18 feet Moderate caving below 10'. No ground water. Logged by: SGH Approved by: LOG OF EXPLORATION PIT NO. EP -3 Family Fun Center Tukwilla, WA ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 V '410 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpification of actual conditions encountered. DESCRIPTION 1 — 2 _ 3 4- 5 — 6 — 7 .- 8 — 9 — 10 — 11 — 12 — 13 — Fill Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. (Abundant large -sized rubble throughout fill.) 14 15 — 16 — 17 -- Alluvium Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 18 19 -- Bottom of exploration pit at depth 18 feet Moderate caving below 14'. No ground water. LOG OF EXPLORATION PIT NO. EP-4 Logged by: SGH Approved by: Family Fun Center Tukwilla, WA ASSOCIATED EARTH SCIENCES INC Project No. KE00689G October 2000 z 1 Z re 1 U to 0 (/) co I w co F zjE IL9 h W z U r ul O z G 1 — 2 -- 3 — 4 — 5 — 6 — 7 8 — 9 — 10 — 11 — 12 — 13 — 14 — 15 — 16 17 18 19 20 21 23 22 Logged by: SGH Approved by: LOG OF EXPLORATION PIT NO. EP -5 This log is part of the report prepared by Associated Earth Sciences. Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. (Abundant large -sized rubble including concrete slabs to 6' diameter and wood throughout fill.) Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. Bottom of exploration pit at depth 21 feet Moderate caving throughout hole. No ground water. DESCRIPTION Fill Alluvium Family Fun Center Tukwilla, WA ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 U 'Adaa This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpitication of actual conditions encountered. DESCRIPTION 1 — 2 — 3 — 4 — 5 — 6 — 7 — 8 — 9 — 10 — 11 — 12 — Fill Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. (Moderate quantities of large -sized concrete to 4' diameter throughout fill.) 13 14 — 15 — 16 — Alluvium Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 17 18 — 19-- Bottom of exploration pit at depth 17 feet Moderate caving throughout hole. No ground water. LOG OF EXPLORATION PIT NO. EP -6 O Z a $ Logged by: SGH • Approved by: U Family Fun Center Tukwilla, WA ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 00 • 0 co u, 9 O LL w 0 u- P. UJ w 0 O - 0 � w w 4- O ti (0 O I— u 'uuda This log is part of the report prepared by Associated Earth Sciences, Inc. (AES1) for the named project and should be read together with that report for complete Interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpltication of actual conditions encountered. DESCRIPTION 1 2 — 3 — 4 — 5 — 6 -- 7 -- 8 — 9 — 10 — 11 — 12 13 — 14 -- Fill Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. (Abundant debris throughout fill, but few large pieces.) 15 16 — 17 -- Alluvium Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 18 19 -- Bottom of exploration pit at depth 18 feet Moderate caving below 15'. No ground water. Logged by: SGH Approved by: LOG OF EXPLORATION PIT NO. EP -7 Family Fun Center Tukwilla, WA ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 V 'f,cieo This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpificatlon of actual conditions encountered. DESCRIPTION 1 2 — 3 — 4 — 5 — 6 — 7 — 8 — 9 — 10 — 11 — 12 -- Fill Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. (Abundant large concrete pieces to 6'.) 13 14 15 16 17 Alluvium Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 18 19 / Bottom of exploration pit at depth 18 feet Moderate caving above 6' and below 13'. No ground water. Logged by: SGH Approved by: LOG OF EXPLORATION PIT NO. EP -8 Family Fun Center Tukwilla, WA ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 r,. 0 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpification of actual conditions encountered. DESCRIPTION 1 — Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 2 -- 3-- (Abundant large concrete, asphalt, and wood pieces to 4' diameter throughout fill.) 4-- 5 6 — 7 8 — 9-- 10 -- 11 -- 12 13 -- 14 — 15 16 — Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 17 -- 18 Bottom of exploration pit at depth 18 feet 19 — Moderate caving throughout hole. No ground water. LOG OF EXPLORATION PIT NO. EP -9 Fill Alluvium Family Fun Center Tu kwi I la, WA 1 R. at Logged by: SGH ASSOCIATED EARTH Project No. KE00689G Approved by: SCIENCES, INC October 2000 iL U Y. II 'Ulde0 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be d together with report omplete inteation. This um smappll to e location o this trch the time of e that Subsurface for co may rpret change at this lo ry wiath thies e pasonsa th of time. The f data presenented at are a simpification of actual conditions encountered. DESCRIPTION 1 — 2 _ 3 4 — 5 — 8 — 7 — 8 — 9 — 10 — 11 — 12 — 13 -- Fill Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. (Abundant old car parts, large pieces of asphalt, concrete, wood, and pipe throughout fill.) 14 15 — 16 _ 17 — 18 — 19 -- 20 / Alluvium Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. Contains roots at 20'. 21 22 Bottom of exploration pit at depth 21 feet Moderate caving throughout hole. No ground water. Logged by: SGH Approved by: /Am LOG OF EXPLORATION PIT NO. EP -10 Family Fun Center Tukwilla, WA ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 V 'tadoa This tog is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpltication of actual conditions encountered. DESCRIPTION FIJI 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 3 - (Minor amounts of rubble and few large pieces throughout fill.) 4 5 6 Alluvium 7 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional 8 lenses of silt with fine sand. 9 10 Bottom of exploration pit at depth 10 feet 11 Moderate caving below 6'. No ground water. 12 13 14 15 16 17 18 19 0 z Logged by: SGH Approved by: U LOG OF EXPLORATION PIT NO. EP -11 Family Fun Center Tukwilla, WA JAM ASSOCIATED EARTH SCIENCES, INC Project No. KE00689G October 2000 APPENDIX B tuliodea SPT Blows /ft (N) VON mini) 'coti eldumS odAleickuts slsoi Description of Material IlineMpUrI039 • _ 6— 10— - 16— _ 20— . 25— = 30— 35— 4o- a 45 — J so— 55 _ 1 60— , n. _ AR T n. • • • • • • 0 A 59 12 10 13 10 1i 17 28 32 49 29 41 48 n u II •$ II 1 f t , ft „ I I 1 -SS 2 -SS 4-SS S -ST 6 -SS 7-SS 8 -SS 9 -SS 10 -SS 11 -SS 12 -SS 13 -SS 14 -SS 15 -SS PIO - 0 PI0 - 0 PIO -1 PID•O PID -1 PID -1 PIO-2 PIO -0 PO-0 PID -0 P10-0 PIO - PlD =0 PIO =0 P10 =0 ',Grass surface and topsoil 8" +/- . Very dense, brown and gray, fine ID, some silt, , ;little fine gravel (blowcount overst___ J) (probable fill) . Loose to firm, brown and gray, fine SAND, some silt, little fine gravel Loose, brown, fine SAND, trace silt Firm, brown, fine SAND with some silt, trace fine '.gravel ; Medium stiff, brown, fine sandy SILT, trace gravel Loose to firm, brown and gray, fine to medium SAND with trace silt, wood debris observed _ Firm, gray, fine to medium SAND with trace silt Grades to dark gray Firm to dense, dark gray, fine to medium SAND Dense, dark gray, medium SAND with little gravel Firm to dense, dark gray, medium SAND with little gravel Dense, dark gray, fine SAND, trace silt, trace fine gravel Grades with some fine gravel , • Boring terminated at 61.5 feet. HOLE No. B-1 PROJECT Proposed LaQuinta Hotel Site Washington Station Equipment Method of Boring i Rotary/SS /ST Start Date March 5. 998 LOC. JF TEST BORING Offset Casing Completion Date March 5, 1998 S.R. C.S. GILES ENGINEERING A SSOCIATES, INC. Bothell, Washington Job No, 6G- 9802018 Ground El 24.5 ft Sheet 1 of 1 I tut Vtdio Ti Standard Penetration Test Blows /ft ._ 20 30 40 SPT Btows/ft (N) I odAl spwes 1'oN S'11 'oN otdwiS Lab Tests Description of Material moteMpinorD tuewnntul 1-SS •,Grass surface and topsoil 12' +1• • J . . . . 1 1 . . . 1 1 ■ . . 1 . l . , I . . . . 1 1 . , . 1 . . . 1 1 L. . . 1 . . . 1 1 1 1 1 . 1 , . . . 1 , , 1 , 5 4 12•SS P10•0 Very loose, gray, fine to medium SAND with some 2 silt (probable fill) 10 3 17 13 -SS Pt0.1 Firm, gray, silty fine SAND, trace fine gravel 4 15 5 16 15 SS PIO.0 Loose to firm, dark gray, silty fine SAND 20 6 17 16•5S PIOa0 Firm, dark gray, medium SAND with some silt 7 25 23 7-SS PIO01 Grades with little silt 30 17 , 8•S5 PID•0 Grades with trace silt 10 35 11 70 9-SS PI0 -0 Very dense, gray, coarse gravel (blowcount i overstated) 12 41 10 -SS P10 -0 Dense, dark gray, fine to medium SAND, trace silt 13 45 14 38 1 1.55 PO =0 50 15 37 112.55 P10 =0 Grades with trace gravel 16 55- 4--17 41 13-SS PID =0 Grades without gravel --18 50— r 37 T 14-SS PI0 -0 Dense, dark gray, fine to medium SAND 1--19 Boring terminated at 61.5 feet. 65 4- r HOLE No. B-2 PROJECT Proposed luinta Hotel Site Washington Station Equipment Method of Boring Mud Rotary/SS/ST Start Date March 5, I LOC i- TEST BORING Offset Casing Completion Date March 8, 1998 Cp(zy p../ GILES ENGINEERING ASSOCIATES, INC. Bothell, Washington S.R. C.S. Job No x•9802018 Ground El 24.5 ft , Sheet 1 of 1 I 01) W doa (W) 1J. » SPT Blows/ft IN) Ai *NHS ('0N 'aN olikoeS st eoi Qol Description of Material 1UaUKU2ctq 4—_ 17 1-SS PID ■0 ,Grass surface and topsoil 8" + - ; ' • ( • I • _1 �_t_ 1 ' l e I t t t l I 1 — r — �1 l 1 1 f I � t i l t I t l t l 1 t l l t 1 1 1 1 1 1■ 1 1 l I t 1 1 t _L- L1__ l_..1..1__ 1 l 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1, I 1 l 1 1 1 1 1 1 1 '' Firm, brown, fine to medium SAND, trace silt, little -`" 1 fine gravel (fill) 5-- II Drill refusal on concrete debris at 7 to 12 feet. j" Three drilling attempts were made to complete •+• SS ',boring (see text for relocation information) (fill) 10- .� -3 1 4-S$ PID •0 Firm, brown and gray, fine to medium SAND, some - silt (fill) -i---4 • 18J - N--5 14 15•SS P10 -0 Firm, gray, tine to medium SAND 20-x . N. 24 ' 6-SS P10.1 —7 25-''' 8 46 17•SS PID•0 Dense, dark gray, medium SAND 30-x9 30 8-SS PID •0 Grades to firm to dense .0-10 35-- - 11 30 19•SS PID -0 Firm to dense, dark gray, tine to medium SAND, trace silt r - "%-• ao 12 _ 39 10-SS PID .50 Dense, dark gray, medium SAND trace gravel .. (overlying wood debris) 45- ,_ 14 41 111-SS P10=0 Grades to no wood debris - '- I5 50- 30 12-SS PID = 1 Firm to dense. dark gray, medium to coarse SAND L 16 with some fine gravel • ' 1 55- r-17 49 13-SS PID =0 Dense to very dense, dark gray. medium to coarse SAND, trace fine gravel —18 60- 50 14-SS P1D =1 Dense to very dense, dark gray, medium SAND -e._19 Boring terminated at 61.5 feet. R9 w HOLE No. B-3 PROJECT Proposed Quinta Hotel Site Washington Station Equipment Method of Boring • Mud Rotary/SS/ST Start Date March 8, 3 1.0t, JF TEST BORING Offset Casing Completion Date March 7, 1998 S.R. C.S. GILES ENGINEERING ASSOCIATES, INC. Bothell, Washington Job No G- 9802018 Ground El 24.5 ft Sheet 1 of 1 Moisture Dry Content Density Blow Group Lab Tests (%) (pct) Count Samples Symbol 0—P 5 — 25— 30— 35— 40 TEST DATA BORING GB -2 MD 18 79 MD 8 87 MD 20 108 3 11 2 ■ 3 3 i 3 ■ 8 • 9 ❑ 18 29 ■ Note: See Figure A -2 for explanation of symbols . <0 Geo �� Engineers DESCRIPTION Surface Elevation (ft.): 21.0 SP -SM Brown fine sand with silt (very loose, moist) (fill) SP Black fine to medium sand with a trace of silt (very loose. moist) Becomes wet Becomes loose Becomes medium dense LOG OF BORING FIGURE A -4 1 Moisture Dry Content Density Blow Group' 40-*Lab Tests (%) (pc() Count Samples Symbol 45 — 50— 55 — W - W z 0 so- 75 — 80— 65 — 70— TEST DATA 13 0 Note: See Figure A -2 for explanation of symbols Geo ;Engineers BORING GB -2 (Continued) DESCRIPTION Boring completed at 44.0 feet on 06/16/97 Ground water encountered at 16.5 feet during drilling — 45 LOG OF BORING FIGURE A -4 — 55 r- 40 — 50 — 60 —65 — 70 —75 — 80 0 10 0 Mom roma Ism Nom lowro loordwo Iwo V 15 15 30 >50 J . • . • •'• •• • • • ISP • • • • • • • • •• • Boring drilled to 17.5 feet and sampled to 19.0 feet on November 1, 1996. No olfactory indication of contamination in soil. A monitoring well was completed in this boring. " Groundwater depth measured at 11.52 feet below ground surface on November 4, 1996. Well completed with locking above - ground monument. Headspace measured using Photovac 2020 PID. GEOTECH CONSULTANTS • I • ;IC i I I • ISM • • • • • BORING B -I 6 /MW -I6 • Pasture, grass, and bare soil Description - Grayish brown, silty SAND, fine - grained, with organics, some slag, gravel, moist, medium dense. (FILL) - Brown SAND, fine - to medium - grained, moist, medium dense. - Dark brown SAND, medium- to coarse-gained, with silt, wet, dense. - Dark gray to black SAND, coarse - grained wet, very dense. ,lob No: Lute: 96387E I DEC 1996 L ogled b7 TAJ . Comments No hydrocarbon odor detected. No hydrocarbon odor detected throughout boring. BORING LOG B- 16/MW -16 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON Plate: 4 • I J i 7 a N g 10 I5 20 A n'‘`' MIIIMOOM 3 3 V 14 30 2r L sP ' • • • • BORING B- 17/MW -17 Pasture, g-ass, concrete rubble, and bare soil - Dark brown, silty SAND, fine- to medium - grained, with slag and gravel, moist, dense. (FILL) - Grayish brown. silty S A.ND, fine - grained with gravel and organics, moist, very loose ('TILL) - Dark gray to black SAND, fine- to medium - grained, with silt, wet, medium dense. Description Comments - Dark gray to black SAND, coarse - grained wet. very dersa ` Boring drilled to •17.5 feet and sampled to 19.0 feet on November 1, 1996. ` No olfactory indication of contamination in soil. ` A monitoring well was completed in this boring. * Groundwater depth measured at 17.24 feet below ground surface on November 4, 1996. ' Well completed with locking above- ground monument. • Headspace measured using Photovac 2020 PID. BORING LOG B- 17/MW -17 NIELSEN PROPERTY • SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON Job ho: 96387E Darn: DEC 1996 Logred TM No hydrocarbon odor detc: tc;t. No hydrocarbon odor detected throughout boring Plate: 6 . U I I I 9 to 11 JOB NUMBER 15,339.002 TEST PIT 5 iii;) Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology o7.1wu LOG OF TEST PITS (Continued) 5 to 9 SM /SP Gray Silty Sand (SM); Dark Brown Sand (SP); to medium - grained. TEST PIT 4 Depth (Feet) Classification Description 0 to 5 ML Brown Sandy Silt (ML); soft, moist to wet; fine to medium - grained, with some slag to 2 -foot diameter, concrete to 5- foot diameter; bricks and wood debris (Fill). interlayered with loose, wet; fine 9 to 11 SP Dark Brown Sand (SP); loose, wet; fine to medium - grained, with some silt. Test Pit completed April 3, 1989. Seepage noted at approximately 9 -foot depth during excavation. Bulk samples obtained at 2- and 2-1/2 - foot depths. 0 to 5 SM /ML Brown and Gray Sandy Silt and Silty Sand (SM /ML); soft, loose, wet; fine - grained, with trace gravel, concrete and slag to 6 -inch diameter (Fill). 5 to 9 SM Brown Silty Sand (SM); loose, saturated, fine to coarse - grained, with some gravel (Fill). SM Gray Silty Sand (SM); loose, saturated; with some gravel and concrete (Fill). Test Pit terminated due to caving April 3, 1989. Groundwater encountered at approximately 5 -foot depth during excavation. Bulk sample obtained at 3 -foot depth. Test Pits 4 -5 Hillman Properties NW Tukwila Development APPROVED 041E REVISED • .S Zre 4/25/89 11 .toe NUMBER 15,339.002 TEST PIT 6 Depth (Feet) • Classification Description 0 to 4.5 SM Brown Silty Sand (SM); loose, moist to wet; fine to medium - grained, with some gravel, railroad ties, slag, and concrete (Fill). 4.5 to 9 SM Gray Silty Sand (SM); loose, saturated; fine to medium - grained. 9 to 14 SP Dark Gray to Black Sand (SP); loose, saturated; medium to coarse - grained. TEST PIT 7 0 to 4.5 SM Brown Silty Sand (SM); loose, moist; fine - grained, with some organics. 4.5 to 8 SP Brown Sand (SP); loose, moist; fine to medium - grained. TEST PIT 8 0 to 4.5 ML Brown Sandy Silt (ML); soft, moist to wet; with some organics. 4.5 to 7 SM Brown Silty Sand (SM); loose, moist to wet; fine - grained. 7 to 9 5P Dark Brown Sand (SP); loose, moist to wet; fine to medium- grained, with some silt. ii; Applied Geotechnology inc. Geological Engineering Geology & Hydrogeology DRAWN LOG OF TEST PITS (Continued) Test Pit completed April 3, 1989. Slight seepage noted at approximately 4- 1/2 -foot depth during excavation. Bulk sample obtained at 3 -foot depth. Test. Pit completed April 3, 1989. No groundwater encountered during excavation. Bulk sample obtained at 3 -foot depth. Test Pit completed April 3, 1989. No groundwater encountered during excavation. Bulk sample obtained at 5 -foot depth. Test Pits 6 -8 Hillman Properties NW Tukwila Development APPROVED •5r9 DATE REVISED CITE 4/25/89 PLATE 12 EXHIBIT E: CHOICE HOTELS INTERNATIONAL, INC DESIGN & CONSTRUCTION STANDARDS GENERAL STANDARDS 6 EXTERIOR 6 Z INTERIOR 6 != HOUSEKEEPING AND MAINTENANCE 6 LIFE SAFETY SYS L tMS 6 a GUIDING PRINCIPLES 6 U O N cow CONSTRUCTION REQUIREMENTS 6 1 to u . 0 GENERAL 6 a 2 a CONSULTATION 1 7 LL Q CONSULTATION 2 7 _co p CONSULTATION 3 7 W CONSULTATION 4 7 z CONSULTATION 5 7 O PRELIMINARY PLAN REVIEW: 8 FINAL PLAN REVIEW: 8 a D U ON EXTERIOR BUILDING MATERIALS AND SPECIFICATIONS 10 0 1 "' wW a U i Z V. O z EXTERIOR BUILDING MATERIALS PERIMETER WALKWAYS, ACCESS BALCONIES PARIUNG AND LANDSCAPING LANDSCAPING PoRTE COCHERE TRASH (DUMPSTER) AREA ARCHITECTURAL, MECHANICAL AND SOUND INSULATION REQUIREMENTS ATMOSPHERE SERVICEABILITY FUTURE EXPANSION WINDOWS SIGNAGE ACCESSIBILITY LOCATIONS LIMITING SOUND TRANSMISSION ELEVATORS HVAC AND PLUMBING NOISE CONTROL ENERGY MANAGEMENT SYSTEMS LOSS OF WATER ELECTRICAL AND LIGHTING CONIPC.TER WIRING TELEPHONES CISU 1:-1 -98 TABLE OF CONTENTS 10 10 10 11 11 11 12 12 12 12 12 12 12 12 13 13 13 14 14 14 14 1.1 14 2 EXTERIOR LIGHTING 14 • LIFE SAFETY SYSTEMS 15 SUITE MIX REQUTREMEMS HANDICAPPED SUITES NON - SMOKING SUITES SMOKE DETECTORS SOUND PROOFING ELECTRICAL OUTLETS FLOORS WALLS CEILINGS WINDOWS ENTRY DOORS ENTRY DOOR ACCESSORIES CONNECTING UNITS HEATING /AIR CONDITIONING FRESH AIR SUPPLY STUB WALL CLOTHES HANGING FACILITY GUEST SUITE LIVING AREA GUEST SUITE BEDROOM MATTRESSES AND BOX SPRINGS COMFORT SLEEPER BY SERTA MISCELLANEOUS ITEMS EMERGENCY POWER 15 SMOKE AND FIRE DETECTION 15 FIRE EXTINGUISHING EQUIPMENT 15 Z � -. FIRE SPRINKLERS 15 W EMERGENCY EXITS 15 j EMERGENCY PLANS 15 n U EMERGENCY LIGHTING 15 U 0 2 W GUEST SUITES 15 N W O 1s 2� 16 u-d 16 0) 3 16 W 16 E 16 o 16 2 m 16 Do 0 17 O N 17 ° E' = W 17 U 17 u- 0 17 ui Z 18 U 18 i= 0 18 Z GUEST SUITE BATHROOMS MINI UM DIMENSIONS BATHROOM DOOR FLOORS CEILINGS WALLS BATHROOM FIx'TURES R a THTL.BS COIODFS CISI 10 -1 -9S 18 18 20 20 20 25 26 26 27 27 27 27 27 27 28 3 VANITIES 28 BASINS 28 MIRROR 28 LIGHTING 28 TOILET TISSUE DISPENSERS 28 TOWEL BARS 28 FACIAL TISSUE DISPENSER 28 ROBE HOOK 28 Z BATHROOM EXHAUST /VENTILATION 29 i SHOWER CURTAIN ROD 29 CL g cli ELECTRICAL OUTLET 29 a MISCELLANEOUS ITEMS 29 U PUBLIC AREAS 30 (0 0 w 0 } SOUNDPROOFING 30 J WALL FINISH 30 u. CORRIDORS 30 cn 3 d CORRIDOR SIGNAGE 31 w LOBBY 31 ? REGISTRATION DESK 32 12 DELUXE CONTINENTAL BREAKFAST 32 LU uj PUBLIC RESTROOMS 35 m a VENDING AND ICE MACHINE AREAS) 36 8 HEATING, VENTILATION AND AIR CONDITIONING- PUBLIC AREAS 36 W S [MMIN�V' G POOL AREA 37 W a U GENERAL REQUIREMENTS 37 P MEETING ROOM: (IF PROVIDED) 38 Z ul HOUSEKEEPING AND LAUNDRY 39 U i r C I. GENERAL STANDARDS 100.0 Exterior The architecture of each property must present a pleasing, aesthetic appearance. Grounds must be attractively landscaped and well maintained. All physical aspects of location such as accessibility, desirability, neighborhood environs, attractiveness z and safety must be taken into consideration in the evaluation of each property. tu 100.1 Interior. All interior areas, including all public areas as well as guest suites, must have an B attractive decor and pleasant atmosphere. Furnishings in all areas must be of high quality c) o and exterior must be maintained in acceptable condition which meets or exceeds the Rules co o co w and Regulations. co 100.2 Housekeeping and Maintenance: High levels of housekeeping and maintenance are w 0 an considered fundamental necessities without which a property will not be allowed to 2 continue operating as a Comfort Suites property. Each Comfort Suites property must, g therefore, have a continuing program of housekeeping and maintenance to ensure the n cn C7 highest degree of proficiency in these areas. r W Z � 100.3 Life Safety Systems: On premise fire and emergency systems must meet or exceed g prevailing federal, state or local codes, including all aspects of ADA (Americans With w Disabilities Act). When conflicts arise between Comfort Suites Rules and Regulations and D o local ordinances or codes, the more stringent option affording maximum guest and o 0 property protection shall prevail. In no way should these basic requirements be construed w t as totally comprehensive. Technical specialists including insurance authorities, local safety w officials, and other experts must be consulted. Nothing in these Rules and Regulations u. g should be construed as limiting the life safety systems and procedures needed. (See section . Z al 100.4 Guiding Principles: The guiding principle of operation for all Comfort Suites properties z must be to operate within the bounds of propriety, to adhere to all regulations (local, state, federal and system), and to consistently offer guests fine accommodations, warm hospitality and friendly service. II. CONSTRUCTION REQUIREMENTS - NEW PROJECTS, CONVERSIONS, ADDITIONS OR RENOVATIONS 200.0 General 200.1 All Licensees must submit professionally prepared plans and specifications, including color boards, to Choice Hotels International prior to the start of construction. 201.0 Inspections and consultation for construction projects anc: additions will bc made by a Choice Hotels International representative at these stages of development: CISU 10 -1.98 6 NOTE: While the retro- fitting of conversion projects to conform to these specifications will often prove impractical to achieve, adherence to requirements for furniture, fixtures, equipment and scope of operations must conform to the specifications herein. Acceptance of conversion properties is at the determination and sole discretion of Choice Hotels International. 201.1 Consultation 1: The initial contact (via telephone), will focus on these areas of discussion: a. Establish role of Choice Hotels International's representative as a consultant and problem solver for the Licensee. b. Establish current project status, i.e., financing in place, ground breaking date, etc. ' c. Delineate transition process into system. z d. Review Choice Hotels International requirements for plans and FF &E approval, with instructions where to forward same. , w 201.2 Consultation 2: The first construction visit usually at ground breaking will encompass: v v o a. Review of Choice Hotels International's recommendations and/or deficiencies of plans w cn w and F.F. &E. specifications. b. Review of Rules and Regulations. to . c. Property Identification requirements (contact made with approved licensed sign w 0 manufacturer). 2 d. Determine type of organizational property management intended g a e. Establish address and contact for receiving all Franchise Services information and cn m marketing material. w f. Review opening "How To checklist. z g. Explanation of on -site property orientation and mandatory manager's training O requirement. • w w D o 201.3 Consultation 3: The second construction visit will occur when the structure is roofed o co and framed, with the electrical and plumbing roughed in. During the course of this visit, o H the Choice Hotels International representative will discuss the following: w w a. Conduct a physical inspection of the facility, to determine compliance with the Rules u. l and Regulations. ' z b. Establish date for next on site construction inspection and advise New Property twi N Services of probable on -line date. p z 201.4 Consultation 4: The third construction visit will occur approximately ninety (90) days prior to the opening of the property. During the course of this visit, the Choice Hotels International representative will discuss the following: a. Verification that the Director of Design has approved the F.F. &E. package. b. Verification of continuing compliance with the Rules and Regulations. c. Determine status of on- premise signage, and coordinate with. the Corporate Identification Department. 201.5 Consultation 5: The fourth construction visit ( "Turn-Key" Inspection) will occur when the property is sufficiently completed so that the on -line date can be finalized. Such determination will be based upon the Choice Hotels International representative's judgment that the property complies with all system requirements and is fully ready to satisfy guest expectations. In the event that standards are not met, the property's opening date may be postponed. During this visit the representative will discuss the following: a. Complete a final walk - through inspection of the property. b. Notify New Property Services to confirm the property's on -line date. c. Arrange for a property staff orientation. 201.6 Ic shall be the Licensee's responsibility to notify Choice Hotels International not lacer than two (2) weeks prior to the time that construction visitations two (2), three (3), and CISU 10-1-98 7 four (4) should occur. Should deficiencies noted on prior visitations not be corrected on subsequent visitations, the Licensee will be required to bear the expense of additional visitations. 202.0 Review of plans and/or other data concerning the project is only to determine that the project meets or exceeds the minimum standards of Choice Hotels International. Comments are not to be considered as approval of the suitability, safety, or compliance with any rules or regulations including, but not necessarily limited to those dealing with architectural, engineering, life safety, zoning, etc. The Licensee is solely responsible for determining that the project meets all federal, state and local codes, including all aspects of ADA, and regulations pertaining to the development and operation of the project. Failure by Choice Hotels International to note deficiencies during the construction review process does not relieve the Licensee of the obligation to develop and operate the property to standards. 203.0 Prelifn n'ry Plan Review: Within ninety (90) days of the execution of the Franchise Agreement, or not later than ninety (90) days prior to the commencement of construction, whichever occurs first, the Licensee is required to submit to Choice Hotels International two (2) copies of plans and outline specifications. These documents will be reviewed as to their perceived compliance with Choice Hotels International standards. No later than thirty (30) days from receipt of these documents, the Licensee will be notified of Choice Hotels International's findings; one (1) copy of the documents and a review letter will be returned to the Licensee. In the event construction has started prior to execution of the Franchise Agreement, plans are to be submitted no later than two (2) weeks after execution of the Franchise Agreement. 203.1 Preliminary Plan Content: Preliminary plan content must contain the following: • Site plans outlining buildings, streets, access, parking lots and drives, easements, signage location(s), landscaping and recreational areas. Any applicable code restrictions must be noted. • Floor plans of guest suites, guest bath rooms, all public areas, back-of-the-house areas, laundry, maintenance and storage areas. • Exterior elevations including a cross - section showing ceiling heights. • Outline specifications. 204.0 Final Plan Review: Within five (5) months of the execution of the Franchise Agreement, but not fewer than thirty (30) days prior to the beginning of construction, the Licensee is required to submit for review, two (2) sets of final drawings and specifications. These must include any changes required during the preliminary plan review. At this time, sign permits must be obtained, (including a permit for the foundation), with copies submitted to Choice Hotels International. One (1) set of these documents, when approved, will be stamped and returned with confirming letter to the Licensee within thirty (30) days. These must be retained on -site for use of the Choice Hotels International representative during visitations. It is in the interest of the Licensee to see that corrections are made and documents submitted on schedule, otherwise, the result could be unnecessary delays, costly modifications, or termination of the Franchise Agreement. In the event construction has started prior to execution of the Franchise Agreement, plans are to be submitted r. tater than two (2) weeks afr_r e':e :uti n nr tht. Fr Agreement. CISU 10 -1 -98 8 r •.td 204.1 Final Plan Content 204.2 Site Plan • Final plans must show: • Present and finished contours • Specific elevations and locations of floors, walks, drives, terraces, recreational facilities including pool, and puking areas indicating direction of traffic flow z • Number of vehicles to be accommodated in parking areas • If any existing buildings are retained, show floor elevations and site relationship tC 2 • Indicate function of all buildings — existing, proposed and future v • Highway and other right -of -way locations o 0 • All significant dimensions N w • Area of site bounded by property lines i • Location of sign(s) and foundation(s) u) U- • Landscaping plan and schedule of plantings w 0 • Exterior lighting plan 1SP_ ? 204.3 Public and Support ( "Back of the House ") Areas: A plan must be furnished for each d type of space such as meeting area, offices, laundry, etc. and must: w • Be no smaller than 1/8" - 1'0" ? • Show equipment placement OP- • Show door swings 2 D • Show finish schedules n 0 O- 204.4 Elevations: A minimum of two (2) elevations of each building(s) must be shown and w u w must: U • Consist of front elevation and one other u. • Show exterior treatments and materials z • Include all elevations and size of sign where a wall mounted sign is planned v to • Be no smaller than 1/8" • 1'0" ~O z 204.5 Building Plans: A plan for each building must be furnished and must: • Be keyed to site plan for ease in identification • Be no smaller than 1/8" - 1'0" 204.6 Sections: A plan of each section must be furnished and must: • Be no smaller than 1/4" - 1'0" • Show wall, floor and ceiling construction • Show significant dimensions 204.7 Plan of Typical Rental Units: A plan of each type of typical rental unit must be shown and must: • Be no smaller than 1/4" = 1'0" • Show furniture placement • Show door swings • Show light fixture and electrical switch locations • Show all floor, v.-all and ceiling materials • Show all significant net dimensions • Show size and location of all heating and air conditioning units CISU 10 -1.98 9 204.8 Special Conditions': Details of special conditions are required where such will better illustrate the intent of the drawings. Perspectives are especially desirable. 204.9 Outline Specifications: Outline specifications must generally describe the,scope of the project from excavation and foundations, including sign foundation(s), through completed conditions, and must also include materials for construction and mechanical systems proposed. 204.10 Furniture and Decor Specifications: Not later than forty-five (45) days prior to proposed ordering date, Licensee must submit to Choice Hotels International specifications on furniture and finishes for typical guest suites and public areas. Color boards are required; specifications /color boards trust show manufacturer and model of all furnishings, finish of furnishings, weight and color of any upholstered goods, carpet color and weight, weight and color of vinyl wall coverings, design of wall decor, and samples of any painted surfaces. M. EXTERIOR BUILDING MATERIALS AND SPECIFICATIONS 300.0 Exterior Building Materials: Buildings must be of masonry, precast concrete, reinforced concrete, stick construction, or other approved construction method Painted concrete block is not acceptable in any area visible to the guest with the exception of emergency stairwells where the building is serviced by elevator(s). In some cases, decorative block will be considered, in which case comprehensive information regarding design must be submitted at the time of plan review. 301.0 Perimeter Walkways, Access Balconies: 301.1 Walkways: Exterior walkways must be constructed so that there is at least a 5'0" width unobstructed by plantings, light posts, railings, etc. Walkways must have night time illumination of not less than 5 foot candles (FC). Any steps or stairs must have hand railings. Walks of 4" thick broom finish or textured concrete with troweled edges and joints as well as maximum 20" on center joints are recommended 301.2 Exterior Walkways, Balconies, and Stairways: Exterior walkways above the ground level (access balconies) and exterior stairways must have a roof extending over their full width to afford protection from the weather. Railings are required on all exterior walkways above ground level and are to be aluminum, painted steel, or masonry. Wood may also be used when its usage would be considered attractive, functional and approved by Choice Hotels International. All walkway railings must not have openings greater than 4" wide, center to center, of spindles or pickets. In addition, the space between the finished floor of the walkway and the bottom rail of the walkway railing cannot exceed 3 ". Walkways must be lighted with no less than 5 FC of illumination. The unobstructed width of exterior access balconies must be a minimum of 5'0'. Exterior access balconies must be sloped to drain away from the building and the surface must be slip resistant. 302.0 Parking and Landscaping 302.1 Spatial Requirements: It is reccrnmended that parkins:, spaces be nrovideci in areas convenient to both guest suites and public areas as required by applicable zoning ordinances, in the following minimum quantities: CISU 10 -1 -98 10 • Downtown locations: One (1) space per two (2) guest suites plus one (1) space per four (4) seats in public areas such a food and beverage outlets or meeting rooms. • Highway locations: One (1) space per guest suite plus one (1) space per ten (10) public area seats, including meeting rooms. • Airport locations: One (1) space per four (4) guest suites plus one (1) space per ten (10) public area seats, including meeting rooms. z • When it can be shown that the public area seat patrons are other than hotel guests in a 1 given market, the above requirements can be adjusted, subject to approval by Choice a' Hotels International. a U 0 302.2 Stall Size: Spaces must measure at least 9' x 20' to provide sufficient area for self parking. w o 0 Handicap spaces must measure 9' x 20' and have a 5' stripped access aisle on each side of tj parking space. In addition, one eighth ( ) of handicapped accessible spaces must be van a u ,. accessible measuring 16' x 20' with 98" of vertical clearance. w 0 302.3 Specifications: Parking areas are to be paved with asphalt at least 2" thick over 4" of g ¢ aggregate base or 4" concrete, minimum. Access drives must be not less than 25' wide co d with asphalt 22" thick over 6" aggregate base. Driveways must be designed to support w trash trucks in areas of heavy use such as loading docks, dumpster areas, etc. ? �h O 302.4 Illumination: Parking areas must be illuminated with 2 FC for outdoor facilities and 5 8 FC for indoor (structured) parking. This lighting is to be controlled by a photo electric or v o automatic timing device. 0 N 302.5 Curbs: A 6" high concrete or asphalt curb with 12" wide gutters, is required. The curb is v to be depressed at handicap ramps) as necessary to comply with all requirements of the i,, PO ADA. One (1) 6'0" log precast concrete wheel stop is to be provided for every two (2) z parking spaces (i.e., one -half to each space), or curbs to prevent extension of the vehicle 0 Y2 over walkways or landscaping. ~O z 303.0 Landscaping: At least 10% (15% is recommended) of the site area must be landscaped with ground cover, lawns, shrubs, and trees. Use of a professional landscaper is highly recommended as are renderings by a landscape architect. Large areas of parking must be interspersed with landscaping so as to reduce their apparent size and reduce visual harshness. Landscaping must be attractive and well maintained. 303.1 Any exterior mechanical, electrical, service or trash areas must be screened from view by fencing and landscaping. 304.0 Porte Cochere: A porte cochere capable of sheltering at least two (2) vehicles and of sufficient width to provide two (2) traffic lanes, is required. Porte cochere must provide a minimum height clearance of at least 12' or to comply with all local and stare codes if more stringent. A ramped curb must be provided to meet all ADA requirements. 305.0 Trash (Dumpster) Area: All trash, recycling, and refuse areas must be screened from view on four (4) sides and be located in an inconspicuous area. A reinforced concrete entry is recommended to support heavy vehicles. CISU 10-1 -9S 11 306.0 Architectural, Mechanical and Sound Insulation Requirements 306.1 General: The overall building must be configured to maximize utilization of the site and optimize the relationship of different spaces as described herein: 306.2 Views of positive natural and man -made features on and adjacent to the site must be preserved Guest suites, lobby and main entrance, recreation facilities, and meeting space (in this order of priority) must be oriented to the best views. 306.3 In order to encourage natural heating and cooling, and to minimize operating utility costs, guest suites and public spaces with large areas of glass must be given solar exposure in cold climates and shading in warm climates. Use of additional passive and.active solar heating and cooling techniques is highly recommended. 306.4 Guest suite wings and public circulation areas must be arranged to minimize long, monotonous corridors. The recommended maximum length of a guest suite corridor is 162 feet (12 bays). 306.5 Courtyards. when used, must provide a minimum separation between buildings of 75'. Enclosed courtyards or atriums must be kept to a human scale with close attention to good acoustics. 307.0 Atmosphere: Each Comfort Suites property must feature architectural and interior design to provide a home -like atmosphere with warm materials, human scale spaces, and simple layouts for ease of orientation. 308.0 Serviceability: Building configuration must allow for ease of service to all guest facilities. Back -of -the -house facilities, while hidden from the public, must be arranged for convenient flow of maintenance personnel, and for minimum travel distances. 309.0 Future Expansion: When economically feasible, each Comfort Suites property must provide for future expansion in a manner that will not interrupt operations. First priority for expansion must be given to the primary revenue - generating functions: guest suite and meeting rooms. When possible, primary utility lines must be sized for future expansion. 310.) Windows: Windows must be double -pane insulated glass. Tinted glass is recommended. It is recommended that all windows above the first floor be cleanable from the inside by means of controlled operable sections. A minimum guest suite window size is specified in Section 510.0. 311.0 Signage: Directional and guest information signage must be provided throughout the property, including "employees only" signs at back -of -the -house entry. All signage must be professionally prepared and be consistent in size, lettering and style. Signage must meet all applicable ADA requirements. 312.0 Accessibility: Complete provisions must be made for handicapped access and for smooth and easy use of maids' carts. All access must meet ADA requirements. 313.0 Locations: Strategic location of mechanical equipment rooms, laundries, and service entries, must be employed to prevent noise and high sound levels to the guest suites. CISU 10 -1 -9S z w ua1� C 0 j w co IL, wo 2 u . tn � P- 2 w U � o I— w W LL ari U= O F- z 314.0 Limiting Sound Transmission: Sound absorptive materials, separation of duct work, walls above ceilings, vibration isolation devices, caulking, and sound tape must be used to • limit sound transmission and augment the Sound Transmission Coefficient (STC) ratings required by the various sections herein. Acoustics must be given special consideration in all public spaces to encourage absorption of sound and avoid background noise, reverberation, resonance, echo, conversation travel, etc. z 315.0 Elevators: Passenger elevators are required for all properties of three (3) or more stories ct w in height. Hydraulic elevators are acceptable up to four (4) stories only. The following elevator requirements will vary according to location and local markets. v p N o 315.1 Passenger Elevators: Each Comfort Suites property which guests must walk up more co uj than one (1) floor require adequate passenger elevators, which will be determined with co u_ plan review with Choice Hotels International. Center opening doors are recommended. w 0 L �a 315.2 Service Elevators: At least one (1) service elevator must be provided for all properties of u. three (3) or more stories. At least two (2) service elevators must be provided for all co d properties with eight (8) or more stories and/or 300 suites above the ground floor. (One w (1) service elevator for every two (2) guest elevators is recommended) Service elevators z '- must be strategically located to provide housekeeping and maintenance to the guest suites z 0 0 without requiring any service personnel to cross through any public space other than the w w guest suite corridor. Minimum service cab size is 5' X 7'. v p O P — 315.3 Manufacturer. The elevator manufacturer must be nationally recognized and capable of o H providing all materials, installation, and maintenance required to meet the latest addition w v of specifications contained in the American Standard Safety Code (ASSC) for Elevators, u. o Dumbwaiters, and Moving Walks. z U - 315.4 Load Capacity: Passenger elevators must have a minimum capacity of 3,000 lbs. Service 0 elevators shall have 3,500 lbs. minimum capacity. Electrical elevators shall have a z minimum speed of 350 FPM while the minimum speed for hydraulic elevators is 200 FPM. 316.0 HVAC and Plumbing: Thorough analysis of locally applicable mechanical and building codes must be conducted to ensure conformity without excessive or over - compliance. The standards listed below are minimum requirements for Comfort Suites properties. Nothing in these sta-.irds shall supersede more stringent requirements of local building codes and officials. (Refer to individual sections of these Rules & Regulations for specific HVAC and plumbing requirements for various spaces.) The importance of proper design of HVAC and plumbing systems for a successful hotel cannot be over - emphasized, particularly with regard to guest comfort, life safety, noise abatement, and minimizing operation and maintenance costs. 316.1 Ventilation: Ventilation levels must be provided and maintained as listed in individual sections herein or as required by local codes, whichever is greater. 316.2 Exhaust: Exhaust air from guest bathrooms must be mechanically lifted to roof -top fans at the rate of 45 CFM continuous minimum. Exhaust louvers shall be located on the bathtub side of the suite. Recirculating filters are not allowed. It is required that when a bathroom has individual exhaust fans installed, the minimum CF1`i shall be ninety (90). CISU 10 -1 -98 13 316.3 Water Supply: Ample hot and cold domestic water must be supplied to all guest suites at the proper pressure during 100% occupancy. Hot water supply at a minimum of 105 degrees Fahrenheit shall be designed for peak use between-the hours of 6:00 am and 8:00 am. Use of recirculating pumps is highly recommended. 316.4 Multiple Equipment: Multiple domestic hot water production equipment along with z associated pumps and controls must be provided. � w 316.5 Identity and Accessibility: All plumbing and mechanical piping must be accessible 6 v within the building to facilitate prompt and efficient maintenance and repair. Color v p coding, charts, and tagging are strongly recommended for all piping, wiring, valves, w W equipment, and accessories in order to provide complete identification for prompt and u� ti- efficient preventative maintenance and trouble - shooting. to 0 w 316.6 Isolation Valves /Switches: Isolation valves /switches for all mechanical equipment, 2 including ice machines and exterior hose bibs, must be provided. 0 316.7 Sewer Clean Outs: Sewer clean outs must be provided every 50' or at every bend of F w greater than forty (40) degrees in the sewer main; all clean outs shall be as direct as ? possible into the sewer. la w 317.0 Noise Control: Refer to Section 314.0 for measures to control noise migration from v o mechanical systems. In addition, all mechanical equipment rooms shall be separated from 0 m guest suite and public spaces with minimum 59 dB STC rated walls, ceilings, and floors. o 1- ww U 318.0 Energy Management Systems: Energy management systems are strongly recommended u. including automatic shut -offs, pre -set thermostat programs, heat recovery systems, ti z lighting controls, zone monitoring, etc. o I= 319.0 Loss of Water: For laundry water supplies, pneumatic valves and/or storage tanks shall z be designed into the systems to prevent sudden loss of hot and/or cold water service to guest suites at times of surge demand in the kitchen or laundry. 320.0 Electrical and Lighting: All electrical work and materials must comply with local codes and NEMA, ANSI, UL, NEC and the NFPA No. 70. All electrical materials used must be approved by Underwriter's Laboratory. Minimum illumination levels for different areas of the property are listed in their respective sections of these Rules & Regulations. 321.0 Computer Wiring: A central computer for reservation and registration information and histories, accounting, function bookings, etc. is required (see section 825.2). The computer shall be equipped with power surge protection, a dedicated circuit, and battery and emergency generator back -up to prevent loss of information. 322.0 Telephones: The central house telephone system must have extensions in all public and back -of- the -house areas. A voice mail telephone delivery system is strongly recommended. 323.0 Exterior Lighting: An exterior lighting plan is required that will encompass not only safety elements, but also decorative accent lighting that will enhance the ambiance of the property. CISU'1C -1 -98 14 IV. LIFE SAFETY SYSTEMS 400.0 Emergency Power. An emergency generator is strongly recommended to power life safety elements required by code, plus general directional lighting. If power is out, for more than five (5) minutes, the emergency generator shall provide electricity to one (1) passenger elevator, and telephone system. (An emergency light kit for guest use is z recommended) tu ce 401.0 Smoke and Fire Detection: The complete smoke detection and fire protection system a including annunciation panels at the fire control room or security office shall meet or o p exceed local code requirements. A complete fire alarm system, audible throughout the co 0 co tu public spaces and corridors and guest suites, is required � co L 402.0 Fire Extinguishing Equipment: Fire extinguishing equipment must be strategically w 0 located throughout public areas in accordance with local or state fire safety officials mandates. Extinguishers in public areas must be mounted in recessed wall cabinets unless LL d contrary to prevailing codes. All fire extinguishing equipment must be properly co d maintained, inspected and tagged in accordance with all local, state and federal codes. LU g- 403.0 Fire Sprinklers: It is recommended that all portions of each property be serviced by g automatic fire sprinklers and meet Federal Emergency Management Agency (FEMA) w requirements. Local and state codes prevail. When possible, particularly at guest suite v o areas, side wall sprinklers shall be used in order to minimize soffits and maximize ceiling O heights. O h w e 404.0 Emergency Exits: Emergency exits must be clearly marked in accordance with prevailing u. O federal, state and local codes, including all aspects of ADA. its z U 405.0 Emergency Plans: A written emergency evacuation plan approved by local fire and r safety officials must be available for periodic review by Choice Hotels International z representatives. Emergency evacuation procedures must be clearly posted in all public areas and guest suites. 406.0 Emergency Lighting: Emergency lighting is required for each Comfort Suites property, and must be designed to meet National Fire Protection Act requirements. The emergency lighting system must be installed in all enclosed public areas, front desk areas, guest suite corridors, exit stairs, and exit corridors. V. GUEST SUITES 500.0 General: The following descriptions relate to the Comfort Suites standard suite. When alternative suite configurations are used, the essential components described below shall be provided. Minimum suite size is 20' x 12', exclusive of bathroom and dressing area. 501.0 Suite Mix Requirements: The overall suite mix shall be based upon independent studies of the specific market, and as approved by Choice Hotels International . The following are required: CISU 10 -1.9S 15 502.0 Handicapped Suites: Guest suite, suitable for handicapped guests are to be provided in accordance with all applicable local, state, and federal codes, including all aspects of ADA. It is highly recommended that the handicapped guest suites connect with an adjoining suite. 503.0 Non - Smoking Suites: A minimum of 50% of all guest suites shall be designated as Non- z Smoking. z 504,0 Smoke Detectors: All guest suites shall be equipped with smoke detectors. These 6 v detectors may be either battery operated or hard -wired depending on local and/or state c.) o fire department requirements. Effective January 1, 1997 (building permits issued), each to t] w new construction property must be equipped with hard -wired smoke detectors that � include battery back -up. It is required that these smoke detectors be well maintained and cn u ., always be in good working order. A central monitoring system is highly recommended. 0 505.0 Sound Proofing: The STC rating of all bedroom to bedroom and bedroom to corridor walls shall be a minimum of 59 dB STC. All walls must be fire rated where required by co o applicable code. ui z � 506.0 Electrical Outlets: Each guest suite (bedroom and living area) must be equipped with g electrical boxes as required by local codes, but in no event fewer than five (5). These W w outlets are to be located according to the following: v o Living Area o N • One (1) to be located at end table next to sofa bed. W 1-- • One (1) to be located at activity table or desk. o • One (1) to be located at refrigerator alcove. Bedroom Area: z • One (1) to be located in close proximity to bedroom credenza for television. U N • One (1) to be located on each side of bed in suites with one bed or one (1) ~O to be located between beds in suites with two beds. z All outlets are to be situated to permit sufficient lamps and to effectively conceal lamp cords from guest view. • Electrical make up boxes, television outlets or telephone outlets may not be installed back - to-back on demising walls. • There must be at least a minimum of 9" vertical or horizontal dimension between outlets on the demising walls. 507.0 Floors: Floors shall be concrete substrate, smooth, and shall have padding and carpeting with a minimum face weight of 30 oz. per square yard. See applicable codes for flame retardant requirements. Carpet padding shall be a minimum 6.7 lb. density per cubic foot for synthetic or 2.2 lb. per cubic foot for urethane. 507.1 All guest suites shall have 4" resilient or straight base, or better at walls. 508.0 Walls: All walls should be covered with vinyl wall covering, minimum Type II, 14 oz. per lineal yard. See applicable codes for flame spread requirements. Alternate wall coverings that contain a poly -vinyl or epoxy base may be installed if approved in advance by Choice Hotels International. CISU 10 -1 -98 16 509.0 Ceilings: The ceilings shall tie minimum 9'0" height, acoustical, medium texture, painted finish. 510.0 Windows: Each guest suite window should have a minimum 5'11" wide x 3'11/4" high double glazed window. Timed windows are recommended. It is recommended that the windows have an operable section to allow window washing in multiple story structures. A window locking device must be provided on all operable windows. 511.0 Entry Doors: Guest suite entry doors shall be 3'0" x 6'8" x 1 -3/4" solid core wood or metal clad construction. The frames for entry doors shall be minimum 16 gauge hollow metal (knock -down acceptable) with sound insulating foam or bans. Guest suite entry door must be equipped with the following: a) One hundred eighty degree (180 ) door viewer mounted 57" to center above the b) Electronic door lock system. By definition, electronic locks are lock systems that totally re-key automatically after each guest. A 1" mortise deadbolt must be an integrated part of electronic door lock. Guest suite keys are not to have hotel names, logos, or suite numbers affixed. c) Patio or balcony doors shall be equipped with a separate safety lock system. Sliding doors must be installed in such away that the sliding panel is on the inside and the stationery panel is on the outside. This reduces wear and permits the installation of a safety bar (A Charlie Bar), which is required. Doors must also be equipped with a factory installed locking device. 512.0 Entry Door Accessories: The following accessories are required on all guest suite entry doors: a) Hasp -type night latch. b) Rate and limited liability law card. c) Suite Identification Signage. Suite numbers and non - smoking signs must be installed on the wall adjacent to the latch side of the entry door at a height of 50" on center above the finished floor. Signage must meet all ADA requirements. d) Fire evacuation plan. e) Door bumper to protect wall finish. f) Guest suite entry doors must be self locking, self closing, and have no exposed closures. 513.0 Connecting Units: Connecting units numbering 10% of the first one - hundred (100) guest suites are required. 513.1 Connecting Doors: Connecting doors between guest suites shall consist of two (2) room to room 3'0" x 6'8" x 1 -3/4" (minimum) solid core wood doors mounted in 16 gauge hollow (minimum) metal frames (knock -down acceptable) with sound insulating foam on bans and thresholds for "drop - down" sound astragals. 513.2 Connecting Door Hardware: Hardware for connecting doors should include a heavy duty one way lock set with flush dummy trim on other side. The latch -bolt shall automatically deadlock when door is closed. A thumb turn 1" mortise dead bolt is required for added security. Surface mounted slides bolts are not permitted. CISU 10 -1.98 17 514.0 Heating /Air Conditioning: All guest suites must provide heating and air conditioning that is controlled by the guest. The following are the minimum specifications for the individual heating and air conditioning units: a. Ten thousand (10,000) BTU's minimum cooling is required. Eleven thousand five hundred (11,500) BTU's minimum cooling is suggested. b. 3.5 kW minimum heating is required. c. In areas where the temperature of many days (30 or more) falls below 20 degrees Fahrenheit (minus six degrees Celsius) it is strongly recommended that a 4.0 kW heater be installed. In areas below zero degrees Fahrenheit, a 4.5 kW heater is recommended. 514.1 Fresh Air Supply: Fresh air must be available, either by vent, window, or fresh air mode of the HVAC unit. 515.0 Stub Wall: A 42" high stub wall separating the living and bedroom areas is required. The wall is to be at minimum 4" thick, and extend into suite 3'6 ". It is to be capped with finished wood, stained and sealed to match other suite finishes. 516.0 Clothes Hanging Facility: A clothes hanging facility must be provided and adequate to satisfy the needs of the number of suite occupants. It must be either a fully enclosed, framed closet area (mirrored sliding doors are recommended to enclose the closet), or a piece of furniture such as a armoire or wardrobe uni: located in the bedroom section of the suite. Exposed hanging racks are not permitted. If a wardrobe or armoire unit is used, the cabinet should be a minimum of 42" wide x 22" deep x 72" long. The hanging rod should be stainless steel pipe with a diameter of 1 ". See Section 519.1 for hanger requirements. 517.0 Guest Suite Living Area: 517.1 Refrigerator. A counter height refrigerator of not less that 3.2 cubic feet is required to be installed near the bath /dressing area. The refrigerator is to be UL (Underwriters Laboratory) approved. It is recommended that the refrigerator be mounted in an enclosed cabinet located under a counter top constructed of plywood and covered by high pressure plastic laminate with 4" back and side splashes. It is further recommended that a microwave oven not less than .75 cubic feet and approved by UL be located on the counter top. 517.2 In -Room Coffee Maker. An in -room coffee maker, capable of brewing no less than 4 cups, is required as approved by Choice Hotels International. Coffee and tea bags must be provided free of charge to the guest. Condiments must include two (2) sugar packets and two (2) creamer packets and one (1) stirrer. 517.3 Sofa Bed: A full size sofa bed is required in each suite living area. The sofa bed is required to be fabric upholstered, and coordinated with other suite furnishings. The converting mechanism should be durable in the open position and work freely in and out. The mattress is to be inner spring constructed and manufactured with flameproof materials. The frame is to be constructed of all hardwoods, double or tripled doweled, with glued and screwed corner blocks. Sear and back cushions are to be urethane and wrapped in polydacron. CIS -1 -98 Is 517.4 End Table: One (1) end table is to be located at one end of the sofa bed. At minimum the end table shall measure 20" wide x 20" deep x 21" high. The top is to be made of high pressure plastic laminate and wood finish tomatch other suite furniture. 517.5 Writing Surface: A writing surface of not less that 900 sq. inches must be provided in each guest suite. The writing surface may be an activity table or desk. It is recommended that in suites with two (2) beds that an activity table be used, while in suites with one (1) bed that a desk be used The desk or activity table top is to be made of high pressure plastic laminate and wood finish to match other suite furniture. 517.6 Writing Surface Chairs: If an activity table is used, two (2) chairs must be provided. If a desk is used in lieu of an activity table, one (1) chair must be provided. All chairs are to . have an fabric upholstered back and coordinated with other suite furnishings. Activity chairs must have arms. Banquet style chairs are not permitted. 517.7 Coffee Table: A rectangular coffee table must be provided with a minimum size of 864 square inches. The table is to be 18" high, have a high pressure plastic laminate top, hardwood legs, and be coordinated with other suite furniture. The coffee table is to be placed in front of the sofa bed 517.8 Lighting The following lighting is required in the living area of all guest suites: a) A ceiling mounted "high hat" can fixture or wall sconce is to be mounted in the of 1300. b) One (1) table lamp is required to be located on the end table next to the sofa bed. The lamp is to be coordinated with other lighting fixtures and have a switch located on the lamp base. At minimum the lamp must have no less than one (I) one hundred (100) watt light bulb or provide equivalent lumen output of 1700. c) A light fixture is required to be located at the desk or activity table. The fixture can be wall mounted and must be coordinated with other lighting fixtures. At minimum the fixture must have no less than one (1) one hundred (100) wart light bulb or provide equivalent lumen output of 1700. d) All light fixtures must be UL approved. 517.9 Lamp Shades: All lamp shades must be translucent white or linen. The light reflecting or restricting characteristics of the lamp shade must be evaluated with the ultimate judgment of acceptability being made on the adequacy of illumination for reading. All lamp shades must be able to accommodate the required light bulb wattage without burning. Plastic wrapping use in shipping the lamp shades is not permitted to remain on the shade once it has been installed. 517.10 Telephone: Each guest suite must have two (2) telephones, serviced by a single incoming line, with direct dial capabilities, through local telephone service. In addition the telephone system must meet or exceed the following specifications: a. It is required that the telephones be placed at the desk/table area, and in the sleeping area of the suite. b. Each phone shall be equipped with a message waiting light. c. Professionally printed laminated or plastic dialing instructions must be provided on all telephones. These instnictionc shall include, bur not limited to the follow in g: long distance access, local call access, and charges for both local calls CISU 10.1.98 19 and long distance access. The property is to have a sufficient amount of additional instruction cards for replacement. d. Each guest suite shall be equipped with local directory(ies) in good condition. If the property is located within twenty (20) miles of a major metropolitan area, directory(ies) for that city are also required. z e. Touch -tone telephones are required in all guest suites. f. Adequate out -bound trunk lines for both local and long distance service must be i provided. it 2 ui g. All guest suite telephones are required to have a data ports for computer modem 6 v input. U O h. It is highly recommended that telephone service to the guest include items such as: 2'w call waiting, speed dialing, etc., and that the suite be equipped with two separate phone lines for guest use. N u- w 517.11 Wall Decor. One (1) piece of professionally designed wall decor (framed pictures or og similar art work) must be located on the wall over the sofa. The minimum required size D for this art work is 40" x 30 ". Anti -theft clips are recommended for mounting wall decor. tu Visible screw mounting is not permitted. Content of all wall decor must be approved by w z � Choice Hotels International prior to installation. O 518.0 Guest Suite Bedroom 2 D U 518.1 Guest Bedroom: The minimum required bed sizes are as follows: (All measurements are o - clear, finished dimensions) w w Queen -Queen Suite: (two) 60" x 80" Beds F King Suite: (one) 76" x 80" Bed �- 0 Queen Suite: (one) 60" x 80" Bed . 2 UN 518.2 Beds: No guest shall have less than one (1), 60" x 80" queen sized bed as part of the z permanent furnishings. 518.3 Bed Bases /Frames: The use of bed bases are highly recommended and should be soundly constructed to support the outer rail of the box spring and securely hold the mattress in place. Bed bases should be constructed of metal, wood, or wood composite material. If bed frames are used in lieu of bed bases, they must be constructed of heavy duty angle iron with a center support bar. 518.4 Mattresses and Box Springs: Effective July 1, 1998, all new construction, conversion, repositioning and relicensing Comfort Suite brand properties are required to install "Comfort Sleeper" bedding sets manufactured by Serra. For existing Comfort Suite brand properties, "Comfort Sleeper" bedding sets are required for any replacements after July 1, 1998, and all current bedding must be replaced by January 1, 2002 or when current bedding is 5 years old, whichever is later. CIS° 1C -1.98 Until current bedding is replaced with "Comfort Sleeper" sets as outlined above, the specifications set forth in sections 518.5 and 518.6 are applicable. 20 518.5 Mattress: All mattresses must be a minimum size of 60" x 80 ". All Mattresses are required to have the following specifications: a. Insulated, treated fiber pad on both sides; covered with 3/4" urethane pad with 8 lbs. of cotton felt, reinforced in the center of the mattress. b. Corners shall be reinforced. c. Borders pre -built vertically, stitched and padded. Z d All edges taped. e. Tops laced tufted a: w f. Covering material shall have a minimum of 8 oz. ticking, woven fabric for lace tufted u v units. It must comply with all flame retardant standards. v q g. 375 coils for Queen size, 494 for King (minimum) N w 518.6 Box Spring: All box springs must be constructed with #1 grade hard wood. All box to u. springs are required to have the following specifications: w O a. All wood must be free of splits, knots, checks or pockets. b. All wood is to be 3/4" kiln dried u c. The frame unit is to include a minimum of at least seven (7) slats plus end slats, and (4 3 two (2) center support slats. w d Insulated with 5/8" cellulose fiber. Z e. Borders must be padded with felt and taped edges. f. Muslin dust cover enclosing bottom. ui g. Queen and king box spring frames must have a center support in addition to the v 0 outside frame. 0 h. 100 coils for Queen size, 126 for King (minimum) w w w U 518.7 Headboards: Each permanent bed must have a wall mounted headboard installed: u. P a. The width of the headboard must be compatible with the mattress. Cu z b. Headboard must extend a minimum 15" above the top of the mattress and IN below v the top of the mattress. 0 c. The style of the headboard must be in keeping with the other furniture in the guest z suite. 518.8 Headboard Sizes: Headboard sizes are as follows: a. King - 6'6" wide b. Queens - 5'0" wide c. "California King" headboards are not permitted 518.9 Night Stand: Each guest suite is required to have a minimum of one (1) night stand. Wall mounted night stands are not permitted. a. The minimum size of the night stand(s) is 20" wide x 18" deep. The height of the night stand(s) should be level with the top of the mattress (approximately 21 "). b. Placement of the night stand(s) must be directly next to the bedside, with enough room so that the bed clothes will fall freely. c. The top surface of the night stand(s) must be plastic laminate, or better. d. The style of the night stand(s) must be in keeping with the other guest suite furniture. e. Suites equipped with one (1) bed must have a night stand on either side of the bed 518.10 Luggage Facilities: Each guest suite must have sufficient luggage facilities to accommodate two (2) suitcases. Room for at least one (1) suitcase must be on a permanent CISU 10 -1 -98 21 518.11 Dresser. A dresser (credenza) with a high impact plastic laminate top must be provided in each suite: a. The minimum dimensions of the dresser are 48" long x 17" wide. b. If a swivel mount television is placed on the dresser, then the dresser at minimum must measure 72" long x 17" wide. In lieu of the television being installed on the dresser, a separate television stand or television armoire may be used c. A minimum of two (2) drawers in dresser is required. d. If an armoire is used, the minimum dimensions of the armoire must be 36' wide x 22" deep x 60" high with a minimum of three (3) drawers. The armoire must also be equipped with a television counter on an extendible swivel. Pocket doors which conceal the television during non -use are recommended. 518.12 Mirrors: A framed, wall mounted mirror, complimenting the guest suite design must be provided in the bedroom of the guest suite. This mirror is in addition to the mirror located in the bathroom/vanity area. The minimum glass surface shall be 24" x 36 ". The mirror is to be located over the credenza and be coordinated with other suite furnishings. 518.13 Television: All guest suites are required to have a minimum of one (1) color television set with the following specifications: a. Minimum screen size must be 25 ", measured diagonally. Properties entering the system prior to January 1, 1997 must upgrade to specification at time of next replacement. b. The television must be located in one of three locations: (1) mounted on a swivel pedestal stand, (2) swivel mounted on a 72" length credenza, (3) swivel mounted within a television cabinet. If a cabinet is used the cabinet must coordinate with the other furniture in the guest suite. c. It is required that the television be mounted and positioned so that it may be viewed from either the living area or bedroom area of the guest suite. d. A master antenna or cable television system providing distortion free reception is required. A "premium" channel option such as HBO, Movie Channel or Showtime is required. e. Televisions must meet all ADA requirements. f. Adequate spare televisions are required, (five (5) per each one hundred (100) guest suites). g. Station /channel identification is required for all channels available to the guest in each guest suite. (1) A professionally prepared guide to channel selection must be provided in close proximity to the television. (2) It is required that a channel guide, television affiliate Listing, and tuning instructions also be included as part of the in -room Directory of Services. h. The following are prohibited: (1) Wall mounted televisions. (2) Charges for viewing of standard broadcast channels. (3) Pornographic movies or shows. i. Remote control televisions are required. It is required that the remote control not be locked down. CISU 10 -1.98 piece of furniture, such as a credenza or luggage bench. Folding racks may be used for additional pieces of luggage. If a folding luggage rack is provided, it should be stored in the closet. , • • ' 518.14 Lamps: All lighting fixtures including shades must be rated to accommodate the required light bulb wattage. All light fixtures must be UL approved and labeled. a. In suites with two (2) beds, twin light fixtures are required. The light fixture must be located used between the beds. A minimum of seventy five (73) watt incandescent soft white bulbs, or provide equivalent lumen output of 1300, is required in each socket. b. In suites with a single bed, a single light fixture is required on each side of the bed. Each fixture it must have no less than one, one - hundred (100) watt incandescent soft white bulb, or provide equivalent lumen output of 1700. c. All bedside lighting mast be mounted as to allow on/off operation of the light from a reclining position while in bed. d All lamps must have weighted bases. Light fixtures and lamps are to be of good quality, well coordinated with the other furnishings in the guest suite. 518.15 Lamp Shades: All lamp shades must be translucent white or linen. The light reflecting or restricting characteristics of the lamp shade must be evaluated with the ultimate judgment of acceptability being made on the adequacy of illumination for reading. All lamp shades must be able to accommodate the required light bulb wattage without burning. Plastic wrapping used in shipping the lamp shades is not permitted to remain on the shade once it has been installed. 518.16 Wall Decor: Professionally designed wall decor (framed pictures or similar art work) must be provided to compliment suite decor. Two (2) pictures are required in suites with more than one (1) bed. The minimum required size for this art work is 20" x 24 ". At least one (1) picture of a minimum size of 30" x 30" is required in suites that have only one (1) bed. Anti -theft clips are recommended for mounting wall decor. Visible screw mounting is not permitted. In guest suites where a sofa bed is installed along with a bed, it is required that two (2) pieces of wall decor be used with a minimum size of 20" x 24" for each picture. Content of all wall decor must be approved by Choice Hotels International prior to installation. 518.17 Drapery: The drapery may be center or one way draw, on one (1) or multiple tracks. All guest suite draperies must comply with the following minimum specifications: a. Drapery must have black -out capability. b. Drapery must be pleated to double fullness, provide for returns and overlapping, and must be installed to completely cover the window. c. Drapery must be installed on heavy duty cord drawn or baton tracks. It is highly recommended that baton tracks be used and are mounted to the ceiling. Access to the draw cord or baton can not be impeded by the placement of the guest suite furniture. d. Drapery must be chemically treated or inherently flame retardant. It is highly recommended that Visa or Trevira fabric be used. e. It is recommended that the drapery coordinate with the bedspread(s) and do not match. 518.18 Mattress Pads: All beds are to be furnished with mattress pads. The pad must be of the correct size. It is recommended that fitted or corner - strapped pads are utilized to prevent siipoage. Pads are to be one (1) piece construction without any seams and are to be machine washable and dryable. Filler shall be of high quality material, with the top surface being absorbent, and the bottom surface being moisture resistant. It is highly CISU 10-1-98 23 recommended that' the top surface be quilted, and the materials used in the construction of the mattress pad be anti - static. Foam pads are not permitted. 518.19 Pillows: All beds are to be furnished with pillows, including rollaway beds and sleep sofas. Double size and queen size beds must have two (2) pillows. King size beds must have two (2) king size pillows, or three (3) standard pillows. Additional pillows are to be provided in the guest suite or in storage, available upon request at any time by the guest. Pillow quality must be equal to or exceed the following specifications: a. Feather filled: A minimum blend of 95% feather and 5% goose or duck down. Blue and white stripe cotton ticking, one hundred seven (107) x seventy six (76) thread count per square inch, with corded tailored edging is required. b. Polyester fiber Filled: 100%, 20 oz. virgin polyester, batted to specifications with corded tailored edging. Machine washable and dryable. c. Polyurethane Filled: Polyurethane flaked fiber fill. Blue and white stripe cotton linen finish cover, with corded tailored edging. Machine washable and dryable. d. Solid foam pillows are not acceptable. 518.20 Bed Sheets and Pillow Cases: Properly sized bed sheets and pillow cues are to be provided in a quality level, meeting or exceeding a fiber content of 50% polyester, 50% cotton permanent press percale. The minimum thread count is to be no less than one hundred eighty (180) per square inch. Muslin is not permitted. The size specifications are as follows: Pillow Case 42" x 36" Pillow Can (king) 42" x 46" Twin Sheet (rollaway) 66' x 104" Queen Sheet 90" x 110" King Sheet 108 "x 110" 518.21 Blankets: One blanket for each bed is required, including rollaway beds and sleep sofas. Additional blankets are to be provided in the guest suite or in storage, available upon request by the guest. Depending upon the season, the blanket may be on the bed or stored in the credenza drawer. Blankets must be machine washable and dryable. Blankets must be fire retardant. The fiber must be fixed to reduce shedding or piling, and must meet or exceed the following specifications: a. 100% virgin acrylic b. 100% polyester c. 100% wool Sizes must meet or exceed the following specifications: Twin (rollaway) 66" x 90" Queen 80" x 90" King 80" x 90" 518.22 Bedspreads: Bedspread(s) must be of high quality and quilted, with a minimum of 5 oz. polyester fill. A tightly woven polyester or polyester /cotton backing is required. It is highly recommended that a pre - shrunk cotton lining be used. A tricot open weave backing is not permitted. The bedspread(s) must compliment the guest suite decor and hang no more than 3 ' " from the floor on both sides and the foot of the bed. It is highly recommended that fitted L... reads) br wed TL bed_p:ead(s) must b: fi-e re:ardant. I- CISU 10 -1 -98 is highly recommended that Visa or Trevira fabric be used and that the bedspread(s) coordinate with the drapery and do not match. 518.23 Wastebaskets: The guest suite must be equipped with two (2) Choice Hotels International approved plastic or vinyl, 13 qt. rectangular wastebaskets. Wastebaskets must display a Comfort Suites logo. One (1) wastebasket is required in the guest suite and one (1) wastebasket is required in the bathroom or vanity area. It is recommended that a 28 quart wastebasket be used in the living area of each suite. If this larger wastebasket is used, it need not be logo'd. 518.24 Glasses: Each guest suite must be equipped with at least two (2) glasses or approved polystyrene tumblers per bed, and wrapped as follows: a. The polystyrene (plastic) tumbler must have the appropriate Comfort Suites logo imprinted on it and be individually enclosed in a pre - sealed wrap. The minimum size of the tumbler is 9 oz. b. The glass tumbler must be bagged, covered with a top (stancap), or cling wrap. Either the glass or the wrapper must be imprinted with the appropriate Comfort Suites logo. The minimum size of the glass tumbler is 8 oz. c. The glasses (tumblers) are to be placed next to the ice bucket on the room tray, or in the bath vanity area. 519.00 Miscellaneous Items: Each guest suite is required to be equipped with the following items: 519.1 Hangers: Ten (10) removable hangers are required in all guest suite closets. Six (6) of the hanger bars are to be non -slip, and the other four (4) hangers must have skirt/trouser hanger clips. Hangers must be manufactured from wood or heavy duty contoured plastic. The use of wire or metal hangers is not permitted. 519.2 Ice Container. A minimum 3 qt. size ice container with the appropriate Comfort Suites logo must be placed on the room tray with the tumblers. Paper or cardboard containers are not permitted. It is highly recommended that the container have a cover and liner. 519.3 Ice Bucket Tray: A rectangular plastic tray, with a minimum size of 10" x 12 ", or a round tray with a minimum diameter of 14 ", must be provided for the placement of the ice bucket and tumblers. The tray must be matched to the amenities package and be located on the credenza or on the vanity. 519.4 Ashtrays: Four (4) ashtrays (except in non - smoking guest suite), must be provided. The ashtrays must have a minimum size of either 31/2" square, or 41/2" round The ashtrays must match, and be manufactured of either glass, or china. The use of plastic ashtrays is not permitted. 519.5 Matches: One (1) book of logo matches are required (excluding non - smoking guest suites), and are to be located near one of the required ashtrays. The match book cover must be imprinted with the appropriate Comfort logo. 519.6 Guest Stationery: A minimum of three (3) sheers o` vriring paper and three (3) envelopes with the appropriate Comfort logo are required for each guest suite. The CISU 10 -1 -98 25 minimum size stationery is 6" x 7 ", with standard 63/4" envelopes. The stationery package shall be located in the desk drawer, or in the in -room organizer. 519.7 Note Pad and Pen: In lieu of using stationary, Comfort Suites properties may provide a note pad and pen. The pad must be a minimum of eight (8) sheets and contain the appropriate logo on the cover or on each individual page if no cover is used. 519.8 Do Not Disturb Sign: A "Do Not Disturb" card is required in all guest suites and shall be located on the door knob inside of the entry door. The use of "Maid Request" card is not permitted. 519.9 In -Room Organizer. The use of the in -room organizer as specified by Choice Hotels International is required. The in -room organizer must be located on the credenza. 519.10 Travel Directory: A current Choice Hotels International Travel and Vacation Directory is to be provided in each guest suite. The directory must be placed in the front center of the in -room organizer. 519.11 Comment Card: A guest comment card must be placed in the in each suite. The content and format of the comment card is at the discretion of the property, so long as it is professionally designed and provides adequate space for guest opinion. The card must be addressed to property management, not Choice Hotels International. The card should be placed in the in -room organizer, next to the travel directory. 519.12 Laundry Bag: A laundry bag with the minimum size of 17" x 26W, must be placed in one of the credenza drawers or in the closet. It is required that the laundry bag be imprinted with the appropriate Comfort logo. 519.13 Bible: A Bible will be furnished to the property for each guest suite upon request to Gideon. The Bible is to be placed in the desk drawer or in a credenza drawer, if there is no desk in the guest suite. 519.14 Guest Services Directory: A professionally prepared and designed directory of all guest services, including room service menu (if applicable), local area attractions, etc. must be provided in each guest suite. The guest service directory is to be placed in the in -room organizer. 519.15 Promotional Materials: Promotional materials and other point-of-sale merchandisers as specified by Choice Hotels International are required. VI. GUEST SUITE BATHROOMS 600.0 Minimum Dimensions: The minimum bathroom dimensions are as follows: a. Three -piece bath (vanity, commode, bathtub): finished dimensions are to be a minimum of 7' x 7'. b. Handicapped guest bathrooms: Handicapped facilities must meet all ADA requirements. CISU 1C -1.98 26 601.0 Bathroom Door The bathroom door must be a minimum of 3' wide x 6'8" high. The door must be equipped with a privacy type lockset that has an emergency release from the exterior side. 602.0 Floors: Bath floors must be commercial grade ceramic or ceramic mosaic tile not less than 2" x 2 ". Color and texture are subject to the approval of Choice Hotels International. It is recommended that dark grout is used to conceal staining A cove base of similar material must be installed A threshold of marble or similar material must be installed at the bathroom door to insure that any overflow from the tub, sink or commode is not permitted to penetrate the carpeted bedroom area If a marble, imitation marble, or similar porous flooring material is used, it must be treated with a sealant. 603.0 Ceilings: Guest bathroom ceilings must be a minimum of 8' -0" in height and must be of a non- absorbent, moisture resistant material. The use of a suspended drop -in ceiling is prohibited. 604.0 Walls: The bathroom walls, exclusive of the tub surrounds, etc., must be covered with a minimum Type 1, 14 oz. per linear yard vinyl wall covering, over moisture resistant drywall. Alternate wall coverings that contain a poly -vinyl or epoxy base may be installed if approved in advance by Choice Hotels International. 605.0 Bathroom Fixtures: All bathroom and vanity area plumbing fixtures are to be commercial grade, chrome- plated brass, first line, and manufactured by nationally known manufacturers. 606.0 Bathtubs: Unless an approved molded one piece unit is installed, tubs must be of acid resistant enamel cast iron with an integral non -slip surface applied during manufacturing. The tubs must have wall surrounds extending at least 6 high, of ceramic tile, imitation marble or approved acrylic. Soap dishes of equivalent material are to be installed at both the shower and bath levels. 606.1 One Piece Molded Tub /Shower Units: If used in lieu of cast iron units, many acrylic units are highly recommended While fiberglass and other similar units are generally not recommended, select fiberglass units may be used, with the approval of Choice Hotels International. Under all circumstances whether a cast iron, steel, acrylic, or fiberglass, the tub /shower unit must have a non -slip surface. This surface may be applied during the manufacturing of the unit or through the use of safety mats. 606.2 Drain Valves: All bathtubs or one piece molded units must have a trip or pop -up drain valve. Rubber stoppers, etc. are not permitted. 606.3 Tub /Shower Grab Bar. A 24" vertical mounted chrome or stainless steel grab bar must be installed on the side wall of the tub /shower unit. It is highly recommended that the lowest point of the grab bar be installed 16" above the top of the tub dam. The grab bar must be securely blocked and anchored to the wall to prevent the bar from dislodging from the wall. When a one piece molded tub /shower unit is installed a model with an integral grab bar must be selected and installed. 606.4 Shower Head: A chrome, stainless steel, or commercial grade plastic shower head must be installed. It is highly recommended that a unit that has a massaging spray be installed. CISU 10 -1 -98 2 7 606.5 Mixing Valve: It is required that the mixing valve be a single handle, pressure balance unit, and anti- scalding to prevent accidental change in water temperature. Units that make use of color coded water temperatures are highly recommended. 607.0 Commodes: All commodes must be tank type units with a seat and seat cover. Seats must be of commercial grade and have a closed front. Solid plastic is highly recommended. The hinges of the cover and seat must be installed to allow the cover and seat to remain in an upright position without being held. A 1.6 gallon flush unit is recommended for water conservation. 608.0 Vanities: The vanity surface, including the basin, must be no less than 6'8" x 22" deep. The vanity surface must be of marble or cultured marble ceramic tile with a 4" back and side splashes. The height of the vanity is to be a minimum of 31" above the finished floor. A skirt of 8" minimum in height must be installed on the front of the vanity to conceal the plumbing pipes and to provide a surface for the installation of the recessed tissue dispenser(s). 609.0 Basins: Basins must be self - rimming, and fabricated of acid - resistant enameled cast iron, marble, cultured marble or acrylic material. The basins must have a pop-up or trip stopper. Rubber stoppers, etc. are not permitted. 610.0 Mirror. The vanity mirror must extend from the top of the vanity back splash to the bottom of the vanity light fixture. The vanity mirror must extend the width of the vanity. The mirror must be constructed of W distortion free float plate glass or better. the minimum area of the vanity mirror may not be less than twelve (12) square feet, 3' -0" x 4'-0 ". 611.0 Lighting: The vanity light fixture shall cover the entire bathroom vanity area. The light fixture must provide no less than the equivalent lumens of one hundred (100) watts of incandescent light. 612.0 Toilet Tissue Dispensers: A dual -roll or spare -roll recessed toilet tissue dispenser of stainless steel, chrome, ceramic, or cultured marble must be installed convenient to the commode. It is highly recommended that the dual roll toilet tissue dispenser be installed in the apron of the vanity. 613.0 Towel Bars: Each Comfort Suites bathroom is required to have two (2) towel bars, one (1) 24" and one (1) 18" constructed of stainless steel, chrome, or ceramic. In addition, it is required that above the 24" towel bar a 24" shelf be also installed. Both the towel bar and towel shelf can be a one (1) piece unit. The use of towel "caddies" is not permitted. 614.0 Facial Tissue Dispenser. A facial tissue dispenser is to be installed in the vanity area. The cover must be either stainless steel, chrome, or an integral part of the vanity skirt. No brand na.rne designation is allowed. 615.0 Robe Hook: A stainless steel, or chrome double robe hook must be installed on the interior side of the bathroom door. It must be securely anchored so that the weight of normal garments will not dislodge the hook from the door. CISU 10.1 -9S 28 616.0 Bathroom Exhaust /Ventilation: All guest bathrooms must have a mechanical forced -air ventilation system. For the reduction of noise all the exhaust /ventilation duct work must be insulated. The exhaust system must contain baffles to prevent sight and minimize sound transmissions between bathrooms. 617.0 Shower Curtain Rod: A stainless steel, or chrome shower curtain rod must be installed. It must be installed at a height which will deflect shower spray but still allow the bottom of the shower curtain to hang well within the tub. Tension - spring loaded, aluminum, or other alloy rods are not permitted. Recommended installation height is 6'8" off of the finished floor to the center of the rod. 618.0 Electrical Outlet: A GFI convenience outlet must be mounted adjacent to the vanity. Outlets as part of the light fixture are not permitted The electrical circuit must be of sufficient amperage to allow the use of a personal hair dryer, etc. without tripping the breaker. 619.0 Miscellaneous Items: Each bathroom is required to be equipped with the following items: 619.1 Personal Care Items: Choice Hotels International endorsed program of personal care items are required. The Product Service Division of Choice Hotels International has a list of various vendors with personal care items manufactured to the proper specifications. The following list are the minimum amount of items required in each guest bathroom. Soap: One (1) each: 1.25 oz. tissue pleated facial bar with Comfort logo.* One (1) each: 1.0 oz. decorator wrapped bath bar with Comfort logo. Bottle Items: One (1) each: 1 oz. decorator imprinted shampoo with Comfort logo. One (1) each: 1 oz. decorator imprinted conditioner or hand and body lotion. Presentation Tray: One (1) each presentation tray with approved Comfort graphics and format. " A 11/2 size decorator wrapped facial bar may be substituted. Additional personal care items should be readily available and supplied to the guest at no additional charge. 619.2 Shower Curtain: All shower curtains shall be equal or better than the following specifications: a. Material: Washable, ten (10) gauge, durable water proof vinyl or nylon. b. Mildew Resistant: The shower curtain shall be chemically treated for bacteria, fungus and mildew resistance. c. Flammability: Must meet or exceed all local, state and federal flammability requirements. d. Size: Standard 6' - 0" x 6' - 0" size. e. Construction: No side or bottom hems to hinder run -off of water. Reinforced header with rustproof metal grommets. 619.3 Toilet Tissue: Two (2) rolls of two (2) ply toilet tissue in recessed holders are required in guest bathroom. It is highly recommended that the exposed sheer of toilet tissue be folded CISU 10 -1 -98 29 Spec. Type Bath Towels Hand Towels Wash Cloths Bath Mats Required Number 4 4 4 1 Grade 1' Quality 1' Quality 1' Quality 1' Quality Minimum Terry Content 86% 86% 86% 86% 1 Polyester Content 14% 14% 14% 14% Minimum Size 24 "x48" 16 "x27" 12"x12" 20 "x30" Minimum Finished Weight 10.0 lbs. 3.0 lbs. 1.0 lbs. 7.3 lbs. 619.4 Facial Tissue: Each guest suite bath or vanity must have a supply of facial tissues placed in the dispenser. 619.5 Wastebasket: Each guest suite bathroom area must be equipped with a wastebasket. This wastebasket is in addition to the one located in the guest suite living area. The size of the wastebasket shall be 13 qt. rectangular, and made of Choice Hotels International approved plastic. The wastebasket must be imprinted with the appropriate Comfort logo. 619.6 Bathroom Linens: Each guest bathroom is required to be supplied with freshly laundered linen as specified below: VII. PUBLIC AREAS CISU 10 -1 -98 to form a "V" -shape point when the housekeeper services the guest suite. Spare rolls of tissue are to be wrapped. 700.0 Soundproofing: Sound transmission between adjoining public areas or public areas and service areas, vertically or horizontally, must assure minimum STC of 59 dB. Folding or similar movable "air wall" partitions must maintain the same rating. 701.0 Wall Finish: Any surface exclusive of millwork or ocher decorative surfaces must be covered with a minimum of Type II, 20 oz. per lineal yard, 54" wide wall vinyl. Alternate wall coverings that contain a poly -vinyl or epoxy base may be installed if approved in advance by Choice Hotels International. 702.0 Corridors: The minimum width of interior corridors must be 6'-0" unless a staggered configuration, is used in the design. The staggered configuration corridor must have a minimum width of 5 at its narrowest point to not less than 6'-8" adjacent to guest suite entrance doors. Interior corridors must be carpeted wall to wall with a r ^ nirrurn of 28 oz. cut pile carpet over carpet pad. The carpet pad shall be a minimum of 6.7 lb. per cubic foot for synthetic or 2.2 lb. for urethane. A minimum 4" base is also required. Adequate Additional towels must be readily available and supplied to the guest at no additional charge. Bath linens in individual units must match and be of the same color. 30 illumination of not less than 70 FC is to be provided. Ceiling heights must be a minimum of 8'-0 ". The finish must be a spray -on acoustical material over drywall, or textured plaster. A lay -in ceiling is permissible if it has been approved as part of the final plan review. 703.0 Corridor Signage: Properly lighted directional and informational signage shall be strategically placed throughout the corridors. This signage shall be professionally prepared and shall meet ADA requirements. These signs should include: ice and vending locations, elevator locations, directional arrows to suite numbers and recreational facilities and location of lobby and meeting rooms. 704.0 Lobby: 704.1 Lobby and Registration Area Size: The lobby must be appropriate for the number of suites served, anticipating any additions to the facility. It must have no less than five hundred (500) square feet of guest use space (exclusive of offices, front desk, or other administrative areas) for properties up to one hundred (100) guest suites. The ceiling height must be a minimum of 9'4 ". The finish must be a spray -on acoustical material over drywall, or tenured plaster. A lay -in ceiling is permissible if it has been approved as part of the final plan review. Each new construction Comfort Suites property is required to be constructed with a two (2) story atrium lobby. 704.2 Lighting Requirements: General area Minimum of 20 FC or better. Reading area: Minimum of 30 FC or better. 704.3 Floor Covering: All public waiting areas must be covered with a minimum of 28 oz. or better, cut pile carpet laid over carpet pad. The carpet padding shall be a minimum 6.7 lb. density per cubic foot for synthetic or 2.2 lb. per cubic foot for urethane. Non carpeted areas (registration desk or other high traffic, non waiting areas) are to be quarry or decorative tile, marble or other durable surface approved by Choice Hotels International. A minimum 4" base is required throughout the lobby and registration area, consistent with the interior design. 704.4 Entry Doors: In areas of major temperature fluctuation, double - vestibule type entry doors are required to preserve conditioned air. Automatic doors are highly recommended. 704.5 Telephones: At least one (1) house phone and one (1) public pay phone are required in a semi - enclosed area adjacent to the lobby. The public phone must meet all ADA requirements. It is recommended that an additional credit card phone be located in the enclosed area, or in the seating area of the lobby. 704.6 Lobby Vending- Vending machines dispensing soft drinks, cigarettes, newspapers, etc. are not permitted in the lobby, but are desirable in a semi - enclosed area adjacent to the lobby, or located in a specific vending room within the guest suites building. (See section 708.0) 704.7 Furnishings: Each Comfort Suites must have a seating area containing at minimum one (1) sofa, two (2) lounge chairs, two (2) lamps, two (2) end tables, and (1) coffee table. It is required that the lobby be decorated in a professional manner with applicable wall decor, CISU 10 -1 -98 31 *��.= het "�.•�;:�x..,�c °il =.$: *r•r� plants, and appointments.as necessary. All lobby furnishings must be of superior quality, long wearing, appropriate for high traffic areas, and approved in advance by Choice Hotels International. 705.0 Registration Desk: 705.1 Size /Finish: The registration desk must be 12' -0" in length, with at least one (1) additional foot (1' -0") for every ten (10) guest suites over one hundred (100) guest suites, to a required maximum length of 20-0". It is recommended that the front desk be designed to prevent guests from viewing normal front desk/office clutter. The front desk counter top must be an impervious material, such as high pressure laminate, marble, or cultured marble. In addition, the front desk design and accessibility must meet all ADA requirements. 705.2 Reservation Equipment: The Choice 2001 reservation equipment must be convenient to the front desk. 705.3 Racks: Key and registration racks must NOT be visible to the guests. 705.4 Safe Deposit Boxes: Safe deposit boxes for guest use must be provided. At least one (1) box per twenty five (25) guest suites or portion there of is required. The boxes must be situated so they are under the control of the front desk staff at all times. 705.5 Switchboard The switchboard and message center must be convenient to the front desk. 705.6 Mail Drop: A mail drop must be located conveniently to the front desk. 705.7 Finishes: The employee area behind the front desk must be furnished with wall covering, carpeting, and other finishes which compliment overall lobby decor. 705.8 Entrance: To obtain entry to the front desk operation it is required that a secured entrance be used. It is also required that entry to any administration office be through a separate entry, as not to enter behind the front desk area. 706.0 Deluxe Continental Breakfast: 706.1 General: A deluxe complimentary continental breakfast must be available to all guests, at no charge, for three (3) continuous hours, starting no later than 7:00 AM, on a daily basis. 706.2 Location: A continental breakfast serving area is to be provided adjacent to the lobby. The area must be decorated to coordinate with the lobby. 706.3 Size: It is recommended that the size of the breakfast area be approximately ten (10) square feet per guest suite. 706.4 Local Codes: It is the responsibility of the Licensee to ensure that all sanitation and health codes are adhered to. CISU 10 -1 -98. 32 a 706.5 Food Requirements: Minimum food requirements for the deluxe continental breakfast are: a. Assorted breakfast pastries such as danish, donuts, muffins, rolls or specialty bread b. At least one (1) non -sweet food item such as bagels, croissant, English muffins, er biscuits. Fresh fruit or fruit compote may be substituted for the non -sweet food item. (See item "e ") c. Assorted cold cereals (Minimum two (2) choices). - d. Assorted hot cereals (i.e. oatmeal or cream cereals - Minimum two (2) choices). e. Choice of one (1) of the following: Fresh fruit, fruit compote, yogurt, cereal bars or granola bars. It is highly recommended that other food items are offered such as: • Toppings for cereals (raisins, granola, coconut, etc.) • Waffles with syrup • Strudel 706.6 Beverage Requirements: Minimum beverage requirements for the deluxe continental breakfast are: a. Fresh brewed regular coffee b. Fresh brewed decaffeinated coffee c. Tea bags with hot water d. Orange juice (100% pure) e. Additional selection of fruit juice (100% pure) f. Milk (It is recommended that both whole and low fat milk be provided) g. Hot Chocolate (powdered variety) It is highly recommended that other beverage items are offered such as: • Assortment of flavored tea bags • Hot apple cider 706.7 Condiment Requirements: Minimum condiment requirements for the deluxe continental breakfast are: a. Sugar (Portion control packaged) b. Artificial sweetener (Portion control packaged) c. Butter or margarine (Portion control packaged) d. "Half and Half" dairy cream (Portion control packaged or properly chilled carafe) Powdered, non -dairy coffee whitener is prohibited. e. Jelly or jam (Portion control packaged) f. Cream cheese (Portion control packaged, only if bagels are served) g. Syrup (Portion control packaged, only if waffles are served) It is highly recommended that additional condiments such as peanut butter or apple butter are provided. 706.8 Utensil /Serving Item Requirements: The following utensils and serving items are required at minimum for serving the deluxe continental breakfast. a. Serving tongs (One set of serving tongs must be provided for each item served) b. Coffee stir sticks c. Disposable eating utensils (Knife, fork, spoon - individually wrapped where required) CISU 10 -1 -98 d. Insulated coffee cups (8 oz minimum, may be Styrofoam or paper) • e. Coffee cup lids f. Juice cups (4 oz. minimum, must be made of paper or plastic. Styrofoam not allowed) g. Disposable plates (6" minimum. May be made of foam, plastic or paper) • h. Disposable bowls (May be made of foam, plastic, or paper) i. Napkins (Facial quality) 706.9 Presentation Requirements: Service utensils and presentation pieces should be chosen to compliment the decor of the hotel. The following items are required in the presentation of the deluxe continental breakfast: a. The breakfast must be presented on a skirted table with a clean, unstained and pressed linen table cloth, or a permanent counter or cabinet integrated in a permanent pantry or "breakfast nook" type setting. b. The entire breakfast area must be kept clean, neat and appetizing at all times. c. Adequate amounts and selection of all deluxe continental breakfast items must be available for the entire duration of the breakfast. d. Cereal organizer for pre - packaged, single serving cereal, (May be made of plastic, plexiglass or wire) or bulk cereal dispenser with portion control spouts for bulk cereal. Use of open containers such as cereal boxes or bowls are not allowed. e. Plastic or plexiglass stackable display case, or covered tray for assorted breakfast pastries. Presentation of items in the original wrapping or boxes, unless individual servings, are not allowed. f. Plastic organizer, baskets, or bowls for all paper goods, sugar, artificial sweetener, jelly and utensils. g. Insulated serving containers or bowls, holding ice to display butter or margarine, cream, and other refrigerated condiments. h. Minimum two (2), thirty (30) cup urn, percolator, or insulated "pump" pots for freshly brewed regular and decaffeinated coffee. Pour -over, or direct water -line type coffee brewing machines may be substituted. i. Juices may be served in individual, single serving containers, chilled serving carafes or in a commercial style juice machine. j. Milk may be served in chilled single serving cartons, chilled carafes, or in a commercial style bulk dispenser. k. A four slot, cool -touch toaster is required and microwave ovens are highly recommended. (Commercial units are required. Units must meet UL requirements) 1. It is required that a uniformed attendant be present to replenish food and supplies, as well as maintain the breakfast area in a clean and neat condition at all times. m. It is highly recommended that each property make provisions available for guests traveling with children, such as high chairs, booster seats, and food items which appeal to children. 706.10 Furnishings: The furnishings for the deluxe continental breakfast area should be of high quality and resistant to stains, burns, abrasion, abuse, etc. Chairs are an important part of the design and must have fabric upholstery and finishes creating a non - institutional look. Tables aye to be curnmercial style with high pressure laminate tops to coordinate «with the rest of the breakfast area. The design should reflect a definite theme yet must complement CISU 10.1.98 • 34 the adjacent public areas. The serving area/line shall have operable doors, shutters, partitions, or similar methods to conceal the serving area/line. 706.11 Floor Covering: The continental breakfast area floor must be covered with a minimum of 28 oz. or better, cut pile carpet laid over carpet pad. The carpet padding shall be a z minimum 6.7 lb. density per cubic foot for synthetic or 2.2 1b. per cubic foot for urethane. Quarry or decorative tile, marble or other durable surface approved by Choice w Hotels International may be also used. A minimum 4" base is required throughout the 6 re = lobby and registration area, consistent with the interior design. v o u , p 706.12 Lighting: The breakfast area must be lighted by incandescent bulbs, or a similar means w which conveys a "warm" atmosphere, producing the degree of ill, +minition required in N section 704.2 for "General Areas. ". w 0 2 707.0 Public Restrooms: S u. Q D 707.1 General: Public restrooms are required in each Comfort Suites property. The following I w guidelines shall apply: z O 707.2 Access: Convenient access from all public areas is required, including provisions for the w w handicapped, in accordance with all applicable codes, including ADA . Restrooms are to be sized to meet the demand of public areas including the lobby, restaurants, lounges, and v O— meeting rooms. p },,. ww 707.3 Toilet Tissue: A double-roll toilet tissue dispenser is required for each stall. In addition ` v -„ the women's rest room must provide containers for sanitary napkin disposal at each stall, u. O as well as maintained machines which dispense feminine hygiene products. b cn 707.4 Mirror. Each restroom shall have a minimum of one (1) full length mirror of at least 1 /." ~ O polished float plate glass with an electrostatic plated baked enamel backing. (Additional z vinyl backing is recommended for safety reasons). It is highly recommended that a mirror measuring the full width of the vanity be installed, and a tilt mirror for handicap use also be installed to meet ADA requirements. _ 707.5 Floors: The public restroom floors shall be covered with a non -slip ceramic tile, with a minimum of 6" ceramic tile base. 707.6 Walls /Ceilings: Walls shall be appropriately finished with color coordinated tile and/or vinyl wall covering, from floor to ceiling. The wall vinyl must be Type II, minimum 20 oz. per lineal yard, 54" wide. Alternate wall coverings may be installed if approved in advance by Choice Hotels International. Ceilings shall be made of an easily maintainable acoustic material. 707.7 Vanities: Vanities with basins of porcelain, marble or cultured marble (or better) are required. 707.8 Partitions: Stall partitions shall have a baked enamel, porcelain or plastic laminate finish. A minimum of one (1) handicapped stall shall be provided Additional handicapped stalls may be required by local, state or federal codes, including, ADA CISU 10 -1 -98 35 707.9 Lighting: A minimum illumination level of 30 FC shall be provided in all public restrooms. 707.10 Ventilation: An exhaust system must be provided in all public restrooms containing at minimum a 60 CFM fan. 707.11 Commodes: Elongated commodes are required, wall mounted units are recommended for ease of cleaning the floor. Split front, commercial grade seats are required. 707.12 Hand Drying: Paper hand towel dispensers are required, unless contrary to local codes. A recessed or semi- recessed combination paper towel and waste units constructed of stainless steel are recommended. Electric hand drying units may be substituted for paper dispensers. 707.13 Hand Soap: Soap is to be convenient to all basins. Lotion soap in dispensers is required. 708.0 Vending and Ice Machine Area(s): 708.1 Requirements: A minimum of one (1) centrally located self - service, ice machine and soft drink machine must be provided for every sixty (60) guest suites. Those properties with more than three (3) floors must have centrally located vending areas on at least every other floor. Those properties with more than sixty (60) guest suites and not having more than three (3) floors shall have a centrally vending area on each floor. A closed bin, dispenser type, ice machine is required. 708.2 Ice Machine Capacity: Ice machine(s) must provide a daily minimum capacity of 175 lbs. or 3 lbs. of ice per guest suite served, whichever is greater. Ice must be provided at no charge to the guest. 708.3 Finishes: Vending area(s) floors require a minimum of 2" x 2" ceramic tile with a minimum of 4" ceramic base. Vending area(s) walls require a minimum of Type II, 20 oz., 54" wide, vinyl wall covering. Alternate wall coverings that contain a poly -vinyl or epoxy base may be installed if approved in advance by Choice Hotels International. 708.4 Lighting: A minimum of 15 FC of lighting is required in vending area(s). 708.5 Vending Area Noise: Vending and ice machines must be located and engineered to minimize the noise of operation. 709.0 Heating, Ventilation and Air Conditioning - Public Areas: 709.1 Requirement: All public areas must have a central HVAC system with the capacity appropriate to the climate, public space and guest load. Through- the -wall HVAC units are prohibited. 709.2 Zones: The establishment of HVAC zones for adequate air control is highly recommended CISU 10.1 -98 • 36 710.0 Swimming Pool Area 710.1 Swimming Pools: A swimming pool is required at each Comfort Suites property. 710.2 Size: A swimming pool of not less than five hundred (500) square feet of water surface is required. A free form design incorporating radius curves and ocher attractive elements is desirable. Pool depth must be a minimum of 3'-0" to a maximum of 5'-0 ". The required construction is Gunnite, poured -in -place concrete, or fiberglass. 710.3 Decking: A minimum 8'0" wide deck must be provided on all sides of the pool, plus adequate space and a protected area for children and non - swimmers. A non -slip deck surface is required. Outdoor pools and deck area must be surrounded with a minimum . 5'0" high decorative fence. Gates to fence must be self closing and latching. 710.4 Storage: Storage must be provided adjacent to the pool for cleaning equipment, chemicals and deck furniture. 710.5 Accessibility: When possible, the pool should be located where guests do not have to cross the lobby to access it from the guest suites. Public rest rooms should be located in reasonable proximity. 710.6 Location: Pools should be located on the south side of the buildings in order to maximize solar exposure. 710.7 Variables: Space and size requirements may differ on indoor /year round installations and will be evaluated on a cue -by -case basis. 710.8 General Requirements: • Pool equipment must be fully enclosed and located within close proximity to the pool. • Depth marking must be clearly visible on top of the pool coping, expressed in both feet and meters. It is required that depth also be marked at or above the water level on interior pool walls. • No diving boards or platforms will be allowed. • For exterior pools, appropriate landscaping should be adjacent to the pool and deck area. • No gas chlorinators allowed. • Swimming pool, recreation areas and all filtration and chemical feed systems must meet all applicable local, state and federal codes, including all aspects of ADA. 710.9 Finishes for Indoor Pools: • Flooring must be slip - resistant concrete or slip- resistant quarry tile or equivalent (applies to outdoor pools, also). A minimum 4" base, complimentary to the floor, shall be provided. • Walls must be insulated glass, treated, sealed wood or other moisture - resistant material. • Ceilings must be a minimum height of 12'0 ", with moisture resistant acoustic tile, treated, sealed wood, or other meiRure•resisrar: mite i i. • Adequate provision shall be made to provide as much natural light to the space as possible. CISU 10 -1 -98 37 • CISU 10 -1 -98 1 • A minimum STC rating of 50 dB shall be maintained, except when adjacent to guest suites or public spaces, an STC rating of 59 dB shall be maintained. 710.10 Mechanical and Electrical Requirements: • The pool area must be capable of controlling all humidity conditions so that an average range of 55% can be maintained and no accumulation of condensation or moisture occurs on glass areas, walls, etc. Desirable operating temperatures of pool enclosures are 80 F - 85 F. Adequate and variable exhaust is necessary. Adjacent spaces (locker rooms, toilets, game room, etc.) can be air- conditioned but should never operate more than 10 F lower than the enclosure. • Adequate atmosphere, creative lighting and general decorative lighting - must be included to provide a minimum illumination level of 25 FC. Vapor -proof fixtures are recommended. Light fixtures should not be located directly over the pool. • All duplex receptacles must be weatherproof and moisture proof. • A drinking fountain should be provided. • A house phone must be provided. 710.11 Life Saving Equipment: Ample life saving equipment must be readily available at all times. Minimally this includes: • One (1) - Ring Buoy • One (1) - Shepherd's Hook • One (1) - Rope Buoy - Rope must be long enough to reach full length of pool. • One (1) - Complete set of water safety instructions with local emergency phone numbers clearly displayed • Two (2) - Heavy Blankets Safety oriented signage such as No Lifeguard on Duty," "No Glass," "No Diving ", etc. should be posted. Signage should be coordinated with legal and insurance counsels as well as state and local codes. 710.12 Ladders: Two (2) or more ladders must be provided or one (1) set of steps at the shallow end, and at least one (1) ladder at the deep end. 710.13 Pool Furniture: The minimum pool and patio furnishings for pools of five hundred (500) square feet are: a. No less than four (4) umbrella tables with umbrellas and four (4) side chairs per table. b. Eight (8) suntan or chaise lounges. c. Pools larger than five hundred (500) square feet require a proportionate increase in the quantity of pool furniture. All pool and patio furniture must be commercial quality and well maintained, free of broken strapping and frames. Surfaces must be cleaned on a regular basis to avoid build -up of body oils, food and grime. 711.0 Meeting Room: (If provided) 711.1 General: Each Comfort Suites property is recommended to have meeting room based on the local market. If a meeting room is provided it must meet the following specifications: 38 711.2 Walls /Ceilings: Walls shall be appropriately finished with color coordinated vinyl wall covering, from floor to ceiling. The wall vinyl must be Type II, minimum 20 oz. per lineal yard, 54" wide. Alternate wall coverings that contain a poly -vinyl or epoxy base may be installed if approved in advance by Choice Hotels International. 711.3 Floor Covering: Meeting rooms must be carpeted wall to wall with a minimum of 28 oz. cut pile carpet over carpet pad. The carpet pad shall be a minimum of 6.7 lb. per cubic foot for synthetic or 2.2 lb. for urethane. A minimum 4" base is also required. 711.4 HVAC Requirements. Adequate heating, ventilation, and air conditioning must be provided in all meeting rooms. It is recommended that a ceiling type exhaust fan.also be provided. 711.5 Lighting: Light level at meeting room table tops must be a minimum of 50 FC. 711.6 Furnishings: All meeting rooms must be furnished with folding tables with high pressure laminate tops, and fabric upholstered stack chairs. It is recommend that the meeting rooms are furnished with a blackboard/whiteboard presentation unit, easeVflip chart, and an audio visual viewing screen. In addition, it is recommended that the meeting rooms be furnished with adequate electrical, television antennae, and telephone jack outlets. 712.0 Housekeeping and Laundry: 712.1 Size: A housekeeping area of not less than 1200 sq. feet is highly recommended to provide for supplies storage, housekeeper office, linen cart storage, folding area, space for washers and dryers, and supplemental water heating if required. 712.2 Restrooms- Employee: Restrooms for housekeeping and maintenance employees are required. 712.3 Lounge - Employee: An employee lounge area with refrigeration, microwave oven, coffee station and lockers are highly recommended. 712.4 Location: Access to guest suites from laundry shall not be through the lobby or other "front of the house" areas. 712.5 Ventilation: An adequately sized laundry exhaust and make -up air exchange is to be provided according to machine and operation requirements. 712.6 Lint Catch: A lint catch and clean out in the laundry exhaust vents are required. 712.7 Wall Finish: Wall surfaces must be of hard, easily cleanable surface, such as high gloss epoxy enamel or ceramic tile. 712.8 Floor Surface: Floors must be of a non -slip sheet vinyl, vinyl tile, or ceramic /quarry tile. Unsealed concrete is not permitted. 712.9 Housekeeping Storage:, An adequate housekeeping storage area on guest suite .flows is required to provide space for storage of maids' carts, stocked linen, paper, cleaning supplies, cribs and rollaway beds. A "three par" stock of linens must be available at all times. CISU 10 -1 -98 39 Envelope Requirements (enter values as applicable) Fully healed/cooled space Minimum Insulation Revalues Roofs Over Attic All other /e- 30 All Other Roofs Glazing Area Calculation Note: Below grade welts may be included in the Gross Exterior Wall Anal they are insulated to the level required for opaque walls. /Q,• 2 f Opaque Walls Gross Exterior Wail Area ,Q — /1 Below Grade Walls - /3 &0 N.4 Floors Over Unconditioned Space X 100 = A- /9 Slabs -on -Grade ❑ Check here if using this option and if project meta all requirements for the Concrete/Masonry Option. See 0.ciaion Flowchart(over) for qualifications. Enter requirements for each qualifying assembly in the table below, 0Q -/D Radiant Floors N'4 Maximum U -factors Opaque Doors a !oO Vertical Glazing e . <o(a Overhead Glazing ^/,r,> Maximum SHGC (or SC) VerticaUOverhead Glazing o . e, 5 Space Heat Type ❑ Electric Resistance -/ Z ot:: , mi v ca- ivTe y./.4-Y All other (see over for definitions) 7t2R.tit,/ /4. .4 to/.4 98 /88 Glazing Area Calculation Note: Below grade welts may be included in the Gross Exterior Wall Anal they are insulated to the level required for opaque walls. Total Glazing Area (rough opening) (vertical & overhd) divided by Gross Exterior Wail Area times 100 equals % Glazing /3 &0 ÷ • 6 X 100 = 22 % Concrete/Masonry Option ❑ Check here if using this option and if project meta all requirements for the Concrete/Masonry Option. See 0.ciaion Flowchart(over) for qualifications. Enter requirements for each qualifying assembly in the table below, Project Info Project Address -/ Z ot:: , mi v ca- ivTe y./.4-Y Date 3/ /g /o/ 7t2R.tit,/ /4. .4 to/.4 98 /88 For Building Department Use /J.LCOG Applicant Name: ALLAN A.M. Lt=d /oo .v ,- Applicant Address: 5 /c2a) 7W N, S ✓ /7;c / /$O Applicant Phone: 4.?S .. 45 6,0 / QSd- X'29 EXHIBIT F: Envelope Summa Climate I ENV -SUM 1997 Washington State Nonresidential Energy Cods Compsance Forms nr 'den ner Code Corr' 'la - Form Furst Edition • ,June tope Project Description Compliance Option I New Building ❑ Addition Semi-heated space' Minimum Insulation R- values Roofs Over Semi - Heated Spaces' N4 'Refer to Section 1310 for qualifications and requirements Notes: ❑ Prescriptive Component Performance (See Decision Flowchart (over) for qualifications) ❑ Alteration ❑ Change of Use ❑ ENVSTD ❑ Systems Analysis Opaque Concrete /Masonry Wall Requirements Insulation on Interior - maximum U -factor is 0.19 Insulation on exterior or integral - maximum U -factor Is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC 2 9.0 Btu/ft'• "F below (other walls must meet Opaque Walt requirements). Use descriptions and values from Table 20-5b in the Code. Wall Description (including insulation R -value 8. position) U4actor z I- QQ • � J O N 0 0 N J w 2 w o u. N � w 0 UJ w v O — CI w w V O z_ O z An insulation inrdalled7 OpqugWale R•11 Macro voila (rat) U.0.19 Mesony wets (Mar) U4.25 Baoww grade was (ext) R•10 Setae grade vats (arr) R•11 Rods ever sties R -30 AS obey rook R•21 Floors over unoond.sp. R•19 Slats a •grade R -10 Rsdart floors R•10 OPsCue etas U•a60 Gluing Criteria Met! Glaring Vert. CH Area % U U SaGC 00.10% 0.90 1.45 1.00 10.15% 0.75 1.40 1.00 15.20% 0.65 1.30 0.80 20-25% 0.60 1.30 0 65 Al Insulator Instals°, Opaque Was R•11 Below grade weft (at) R•10 Wow grade wars (ow) R•1 t Rots over ethos R•30 M caw rods R -21 Ross ow urcord.so. R -19 Serbs-an-grade R•10 Radler( Floss R•10 Oeigte doors UO 60 Glazing Cntena Me? Gard Veit OH Mae % U U SiGC 00.15% 0.90 1.45 1.00 • •.75 1.40 1.00 30-40 0.50 1.25 0 All Insulation !nailed? Opaque R•19 Meeorhry wale (utq U.0•19 Masonry will (ctlher) U•0.25 Woof grade wads (act) R•10 Seem grade will (oar) R•19 Rods ter attics R•36 A2 °terrccts R•30 Floors c uc uncorhd R-30 Slate.on.graCe R•10 Radiant Boors R -10 Opaque doers U-060 Glazing Cntera Met? Glum Vet OH Ma % U U 643C 00.20% 0.40 a60 1.00 All Insulation Inhtaled7 Opaque Was R•19 Setae wade was (at) R•10 Below grade wens (atu) R•19 Rock over sacs R•36 AI other roots R•30 ' Floors over unocnd R•30 Slabs•ongrade R•10 Radar* floors R•10 Opaque doors U-0 CO Glazing Cnta'a Ma? Glaring Vert OH Mat % U U 94GC 00-20% 0.40 060 1.00 1997 Washington State Nonresidential Energy Coda Compliance Forms no 1 9 W 1 n a N• nr idential Ener• Code Cor •• Envelope Summary (back) Climate Zon - 1 ENV -SUM Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type: For the purpose of determining budding envelope requirements, the following two categories comprise all space heating types: Other. A9 other apace heating sys ems including gas, sord fuel. oil, and propane space heating systems and those systems Gated in the exception to electric resistance. (continued at right) no I Prescriptive I Path Mowed Wail Heat Capacity (HC) Totals Yes no no Area weighted HC: divide total of (NC x area) by Total Area 1n Fo HC x Area Fist Ediiton • June 19ge Electric Realstance: Space hearing systems which use elecric ra +stance elements as die primary huabng system including baseboard, radiant and forced air unss where O• total' efedric resis heat capacity acted. 1.0 Whi of the gross eondlioned floor area. Exception: Heat pumps and terminal elecetc resistance heating in variable air volume distribution systems. 'If the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. "For framed walls, assume HC =1.0 unless calculations are provided; for all other walls, use Section 2009. A Envelope UA Calcu ations Climate Zonel ENV-UA 1991 Washington Slate Frontal identral Energy Cod* Compliance Forms Project Address 72 cc' 1444y 77/Kw/G4, !pace Heat Type Glazing Area as % gross exterior wall area Concrete/Masonry Option .•■•••■••■■•=111%.=11111.■ U= g r U I a U= > U= Us U Building Component List components by assembly ID & page # Plan 10: Plan ID: Plan ID: Plan ID: Plan 10: Plan 10: Plan 10: Plan ID: Plan 10: Plan ID: Plan ID: Plan ID: U Plan ID: Us Plan 10: U Plan ID: Us Plan ID: ijrn Plan 10: Us Plan 10: Rs Plan ID: Rs Rs A Rs Rs Rs Rs Rs I Rs Rs R= Note: R= R= Plan ID: Plan ID: Plan 10: Plan 10: Plan ID: g Note: R= Plan ID: R= Plan 10: 1 u 8 R= Plan ID: R= Plan ID: Plan ID: Plan ID: Plan 10: Plan ID: c C, R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: •••• 1997 V ',in • on State Nonresidential Ener., Code Comr" *cc Form % . No Aw77Pes/r5 CZGC gl/- E FeY2- c-e-7114Nse Corse--C-S Proposed UA Target UA U-factor x Area (A) = UA (U x A) U-factor x Area (A) = UA (U x A) &iv /gar: gZer• 0,9D isso 0.5 / 0 5 0.32 o et:74- /VA It insulated to levels required for opaque walls, list above with opaque walls Plan 10: Plan ID: Plan ID: Plan ID: Plan ID: Plan ID: Plan ID: Plan ID: Sum of Target Areas here should equal Target Opaque Wall Area (see back) )2(.7:rtlicen_ t(pe, /. Date For Building Department Use .............................................. O.O ..... ........... ...... . /24z . First Salton - Jana 19H 0.80 • •:',• ••• •:EirictrieRellst.' Heating . ....... • 0.80 1.45 1.40 ::• . : . >2000%:f.::!;potalloWe kri CorianAii ri C.50 /0 : , ; Electric. Resist. Other Heating' •", 0.80 .0.60 . . 0.031 0.038 S 0034 0050 0.00 48, 22. 67b . . Electric Resist '•"•Otheri-leating Crdirr1 -. 2 Meta stud .. . • ............................................... 0 4 2139 ....................................... . . . • . ... . ........... FD.54 F054 134..for 4cgarittoorvalUee).•:•:: Totals For compliance: Totals 1) Proposed Total Area shall eqtal Target Total Area, and 2) Proposed Total UA shall rot exceed Target Total UA. 1: 000 2: OG* 3: VG* 4: 5: 5: Glazing List cam • • nents • assemb ID & • : •e # Proposed SHGC SHGC' x Area (A) = SHGC x A Target SHGC SHGC x Area (A = SHGC x A Plan ID: Plan ID: Plan ID: Plan ID: Plan ID: Plan ID: Plan ID: Plan ID: LOW" E , 77."il'n < 0'415 /3 SO = 8 9' 7 0. 05 /38 O B 9 7 GI: - 9ti''.Etectrle..Reaisf: `; he „: » z, lD " ;> .;.. .203 %- `:r :` ^tZlat`5 XX.4 0%::' ``tr '. > >: `' >< :�45, ;: ' S.S Tabki 34:10 Cot1c%Nta artry: a(tfesk ` 'Note: Manufacturers SC may be used in lieu of Totals 1 s y c2 c s ci - Totals Envelope SHGC Calculations Climate Z. e 1 ENV -SHGC 1997 Washington State Nonresidential Energy Code Companee Fames For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A Target Area Adjustment Calculations !Mho tffri{i4 hi aliVi rasi6 ' Vl VQGtt rti alar e r R 'F t �e� ° T 1 i�le 13.2, then this 8S ' x g u c�c n fsf i a lO > cca t r' i ' '"111.667is above. Gross Exterior Wall Area 1 J Roofs over Attics Other Roots Wails' ``Proposed Areas: Numbered values are used m calculations below. Roofs over Attics Other Roofs Walls Glazing Area Opaque Area x Max Glazing Area (Table 13.1) I` I Target OG Area In Roots over Attics Target 00 Area In Other Roofs Max Ot:3 Remaining 1: 0 lamer (circle) 7: Proposed Opaque Area 4: 5: 1••7 16: n e Nonr idential ner. Cod or Inc o u 100 I 18: Proposed OG Area 1: 2: 13: = 17: I y Target OG Areal Total Target OG Area (sum 010 •1011) Maximum Target Glazing Area 2: 0 lesser (circle) 8: 10 11 12 ale Target Opaque Area • 13 ........... 14 :........ Proposed Opaque Area Proposed VG Area Target VG Area Note: If there is more than one type of wall, the Target VG Ares may be distributed among them, and separate Target Opaque Areas found. ONO Target VG Area Target Opaque Area . . : : ::1 Target values 9740 talt3p 1V1 t>>liedrteztsed+iot bectippliciatikiliriattgeTWattikoiltokssioors ttrtArofrOpage of this form. Targetrii%14411111liksit9tall QrsigneortOtite tarfAkttbitarefgeOteR410titgicftigyVibm ?trove. First Edioon • June 1998 Note: 0G • overhead glazing VG is vertical glazing For Target oat circle and use the lessor values both here and below. Building Permit P ans Checklist ENV -CHK 1997 Washington State Nonresidential Energy Cade Compliance Forms First Edition -June 1999 Project Address - 72cy F?jN C&v7tyZ, 'Nis`r' 'r''4 r pvA Date fig /0 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (circle) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) OwG #A/sAEC 4,0v f 1301 Scope Unconaitionea spaces laenuftea on plans It allowed 4 • r 1302 Space heat type a o n.a. Eiectnc resistance ., no U.A. 6 er naca e on p ans t at e nc resistance eat is not a owes GS -/- / ye no a4 1310.2 1Semi- heatea spaces Semi- heated spaces identified on plans rt allowed ..._ 1311 (Insulation , yea no U. a. ' 1311.1 I insut. installation Inmate aensities and clearances A _ ' :, no n.a,, 1311.2 Root /ceiling insuC 7naicate R -value on roof sections for attics ana other roofs; Indicate clearances for attic insulation; indicate baffles if eave vents installed; Indicate face stapling of faced balls q- 4 0/ ✓ Z —" yes no n.a. 1311.3 Wall insulation indicate R-value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose -fill core Insulation for walls as necess; Indicate heat capacity of masonry walls If masonry option is used or if credit taken in Cr ENVSTD; a _,¢,- yea no n.a. 1311.4 Kock insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24' o.c.; Indicate that Insulation does not block airflow through foundation vents , _ 4:-, D /t/- 7 'yea o n.a. 1311.5 Slab -on -grade floor inalcate R-value on wall section or tounoaton aetait; Indicate slab insulation extends down vertically 24' from top; indicate above grade exterior insulation is protected A-4- 'yea no n.a 1311.6 Racrantiloor noicate R-value on wall section or tounaation detail; , Indicate slab insulation extends down vertically 36' from the top; Indicate above grade exterior insulation is protected; Indicate Insulation also under entire slab where req'd. by Official __ .� yea no n.a. 1312 Glazing ana aoors Provide calculation of glazing area (inducing vertical and overhead) as percent of gross wait area Gh LC AT7'tc.614ea ' yes no n.•. 1312.1 U- factors Inoicate glazing and 000r U- factors on glazing and door schedule (provide area-weighted calculations as necessary); Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, low-e coatings, gas fillings Q /V -8 ® no a.•. 1312.2 SHGC 5 SC notcate glazing solarheat gain coefficient or shading coefficient on glazing schedule (provide area-weighted calculations as necessary) .G4cG A /7.64 1313 Moisture corrtroi 1125 no n. ,r no n.a. 7 13111 Vapor retarders inchoate vapor retarders on warm side • • Ice Ing vap.re nal - e vapor re a -er on roc s ion; Indicate vap. retard. with sealed seams for non -wood struc. oft/ -7 A - 4- o/V-7 ® no n.a. 1313.3 Wall vapor retaroer inaicate vapor retarder on wall section :$ - /. i i t N Q .1 yes no n.a. 1313.4 Floor vapor retarder Inoicate vapor retarder on floor section yes no (n 1313.5 Crawl space yap. ret. natcate six mi black polyethylene overfappea 12' on ground _ l� no M.A. 1314 Air leakage : .g. enve . sea ng noicate sea I ng, cau ng, gas eting, ana wea erstnpping y. no n.a. 1314.2 Glazing/aoorsealing Inorcateweatherstnpping 0/V -7 Sip no n.a. 1314.3 Assemo. as ducts indicate sealing, caulking ana gasketing Ord tS" _. PRE RIPTIVE/COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) yea o Envelope Sum. Form Completed andattachea. Provide component performance worksheet if necessary Provide ENVSTD screen 1 output it necessary 1994 W; igton State Nonresidential Energy Code Corr 'rsnce Form no is circled for any question, provi exp z w tY LI O 0 • r W = • W W O aa u. f z z� D W 1U •• z W U = O F- z 1997 W `n ton State Nonresidential Ener• Code Cc lance Form Building Permit P ans Checklist 1997 Washington State Nonresidential Energy Code Compliance Forms ENV -CHK Flr,t Edition - June 1998 Envelope - General Requirements 1311 Insulation k 1311.1 installation Requirements: Al insulation materials shal be installed according to the manufacturer's instructions to achieve proper densities, maintain clearances, and maintain uniform R- values. To the maximum extent possible, insUation shall extend over the ful component area to the intended R- value. 1311.2 Roof/Ceiling Insulation:Open•tiown or poured loose - fil insulation may be used in attic spaces where the slope d the ceiling is not more than 3/12 and there is at least thirty inches of clear distance from the top of the bottom chord of the truss or ceiling joist to the underside of the sheathing at the roof ridge. When save vents are installed, baffling of the vent openings shall be provided so as to deflect the incoming air above the surface of the insulation. Where fighting fixtures are recessed into a suspended or exposed grid ceiling, the rod /ceiling assembly shall be insulated in a location other than directly on the suspended ceiing. Exception: Type IC rated recessed lighting fixtures. Where installed in wood framing, faced batt insulation shall be face stapled >c 1311.3 Weil Insulation: Exterior wall cavities isolated during framing shall be fully insulated to the levels of the surrounding walls. When Installed in wood framing, faced batt insulation shall be face stapled Above grade exterior insulation shall be protected. 1311.4 Floor insulation: Floor insulation shal be installed in a permanent manner in substantial contact with the surface being insulated. Insulation supports shall be Installed so spacing is not more than twenty4ourinches m center. Installed insulation shall not block the airflow through foundation vents. _:1311.5 Slab .On -Grade Floor. Slab-on-grade insUation installed insde the foundation wall shall extend downward from the top of the slab a minimum distance of twenty-four inches or to the top of the footing, whichever is less. Insulation installed outside the foundation shall extend downward a minimum of twenty -four inches or to the frostline, whichever is greater. Above grade insulation shall be protected Exception: For monolithic slabs, the insulation shall extend downward from the top of the slab to the bottom of the footing. 1311.6 Radiant Floors (on or below grade): Slab -on -grade insulation shall extend downward from the top of the slab a minimum distance of thirty -sx inches or downward to the top of the footing and horizontal for en aggregate of not less than thirty -six inches. tf required by the building official where sell conditiots warrant such insUation, the entire area of a radiant floor shall be thermally isolated from the soil. Where a soil gas contrd system is provided below the radiant floor, which results in increased convective flow below the radiant floor, the radant floor shell be thermally isolated from the sub -floor gravel layer. 1312 Glazing and Doors x1312.1 Standard Procedure for Determination of Glazing and Door U- Factors: U-f actors for glazing and doors shall be determined, certified and labeled in accordance with Standard RS -31 by a certified independent agency licensed by the National Fenestration Rating Council (NFRC). Compliance she! be based on the Residential or the Nonresidential Model Size. Product samples used for U- factor determinations shall be production Ins wits cc representative of units as purchased by the consumerorcontractor. Unlabeled glazing and doors shall be assigned the defa it U- factor in Section 2006. X13122 Solar Heat Gain Coefficient and Shading Coefficient: Solar Heat Gain Coefficient (SHGC), shall be determined, certified and labeled in accordance with the National Fenestration Rating Council (NFRC) Standard by a certified, independent agency, icensed by the NFRC. Exception: Shading coefficients (SC) shall be an acceptable alternate for compliance with solar heat gain coefficient requirements. Shadng coeffidents for glazing shall be taken from Chapter 27 of Standard RS-27 or from the manufacturer's test data. 1313 Moisture Contrd 1313.1 Vapor Retarders: Vapor retarders shall be instated on the warm side (in winter) of insulation as required by this section. Exception: Vapor retarder installed with not more than 1/3 of the nominal R -value between it and the conditioned space. 1313.2 Roof /Ceiling Assemblies: Root/ceiling assemblies where the ventilation space above the insulation is less than an average of twelve Inches shall be provided with a vapor retarder. Roof /ceding assemblies without a vented airspace, where neither the roof deck nor the roof structure are made of wood, shall provide a continuous vapor retarder with taped seams. Exception: Vapor retarders need not be provided where all of the insulation is Installed between the roof membrane and the structural rod deck. x 1313.3 Walls: Walls separating conditioned space from unconditioned space shall be provided with a vapor retarder. . 1313.4 Floors: Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.5 Crawl Spaces: A ground cover of six mil (0.006 inch thick) black polyethylene or approved equal shall be laid over the ground within crawl spaces. The ground cover shall be overlapped twelve inches minimum at the joints and shall extend to the foundation wall. Exception: The ground cover may be omitted in crawl spaces if the crawl space has a concrete slab floor with a mirimum thickness of three and one-half inches. 1314 Air Leakage 'Xt 1314.1 Building Envelope: The requirements of this section shall apply to b ilding elements separating conditioned from unconditioned spaces. Exterior joints around windows and door frames, openings between walls and foundation, between walls and rod and wail panels; openings at penetrations of utility services through walls, floors, and roofs; and all other openings in the building envelope shall be seated, caulked, gasketed, or weaiherstripped to limit air leakage. i 1314.2 Glazing and Doors: Dods and operable glazing separating condtioned from unccndtioned space shall be weatherstripped. Fixed windows shall be tight fitting with glass retained by stops with sealant or caulling all around. Exception: Operings that are required to be fire resistant. '. 1314.3 Building Assemblies Used as Ducts or Plenums: Building assemblies used as ducts or plenums shall be sealed, caulked, and gasketed to limit air leakage. Fan Equipment Schedule Equip. ID Brand Name' Model No.' CFM SP' HPBHP Flow Control Location of Service — Location Applicant Name: ,QL,,,,AJ /Yf i1/40t„/ "/...G" E 4;:50C, Applicant Address: Sid /03 NE s ..5;00- it St, Applicant Phone: its 4-7,„ - 3C, o / 453(.. -. oe 2.9 Coolin: E. ul • ment Schedule ' Equip. ID Brand Name' Model No.' Capacity Total CFM OSA CFM Econo SEER or EER IPLV — Location Applicant Name: ,QL,,,,AJ /Yf i1/40t„/ "/...G" E 4;:50C, Applicant Address: Sid /03 NE s ..5;00- it St, Applicant Phone: its 4-7,„ - 3C, o / 453(.. -. oe 2.9 Project Info Project Address 7 j rr�N c L W,ay Date 3/6/0 I Capacity T./Kw/c....4 r WA For Building Dept. Use . Output Btuh Efficiency` Applicant Name: ,QL,,,,AJ /Yf i1/40t„/ "/...G" E 4;:50C, Applicant Address: Sid /03 NE s ..5;00- it St, Applicant Phone: its 4-7,„ - 3C, o / 453(.. -. oe 2.9 Heating Equipment Schedule Equip. ID Brand Name' Model No.' Capacity Total CFM OSA cfm Econo Input Btuh Output Btuh Efficiency` 1997 W2 'igton State Nonresidential Energy Code Comriiance Form Mechanical Sum • ry MECH -SUM 1997 Washington State Nonresidential Energy Code Compliance Forms First Edition • June 1998 Project Description Briefly describe mechanical system type and features. k67F7.- j'ae.t/C. AireE,L5 6 /or - etse/-1#J /max ■4 cAel, /°EVf1-,14 i'94ivGe' Sfl C Compliance Option Equipment Schedules ❑ Simple System ❑ Complex System ❑ Systems Analysis (See Decision Flowchart (over) for qualifications) The following information Is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans, fill In the required information below. 'If available. 2 As tested according to Table 14-1, 14 - or 14 ' It required. ' COP, HSPF, Combustion Efficiency, or AFUE, as applicable. 5 Flow control types: VAV, constant volume, or variable speed. 1997 W. igton State Nonresidential Energy Code Cor ince Form Mechanical Summary (back) MECH -SUM 1997 Washington State Nonresidential Energy Coda Compliance Forms System Description See Section 1421 for full description of Simple System qualifications. Heating Only no no Complex Systems Flrit Edition • June 1999 If Heating/Cooling ❑ Constant vol? ❑ Air cooled? ❑ Packaged sys? ❑ <54,000 Btuh or Cooling Only: Li S s ❑ Economizer included? or 1900 cfm? If Heating Only: ❑ <5000 cfm? ❑ <70% outside air? Decision Flowchart Use this flowchart to determine if project qualifies for Simple System Option. If not, either the Complex System or Systems Analysis Options must be used. System Type <70% OA <54,000 Btu 1900 dm onstant olutrol i r Cooled? Split stem? 84,000 Btu 2800 cfm Simple System Allowed ackage y03 - stem no Use Complex System ( Reference Sec. 1420 )0. no Reference Sec. 1430 Refer to MECH -COMP Mechanical Complex Systems for assistance in determining which Complex Systems requirements are applicable to this project. Z W 00 tu N W to it w o W F tL g. 0 ZI-- 0— 0t W W F 0 u. O tai z Q Mechanical - Co • lex 1997 Washington State Nonresidential Energy Code Comptenoe Forms Systems Checklist MECH -COMP First Edition • June 1998 Project Address --7 ZC7Z, F c_ N/- y ! 7-v e./././74,4_ , v/04 Date 3/14/0/ The following additional information is necessary to check a mechanical permit application for a complex mechanical system for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Use the checklist as a reference for notes added to the mechanical drawings (see the MECH -CHK checklist for additional system requirements). This information must be on the plans since this is the official record of the permit. Having this information in separate specifications alone is NOT an acceptable alternative. For Building Department Use Applicability (circle) Code Section Component information Required Location on Plans Building Department Notes ADDITIONAL CHECKLIST ITEMS FOR COMPLEX SYSTEMS ONLY yea no n.a. 1431.1 hero assem. sys. f'rovioe calculations 1432 Controls yea no !Ls . 1:MITTZLT1it Emil- noica e separa e sys ems or s ow iso ation aevtces on p ans .1111 emp. rese contra yea no n.a. k .. r systems name a automatic reset yea no n.a. 1432.2.2 Hydronlc systems inolcate automatic reset yes no n.a. 1433 Economtzers incicate economizer on equipment scneaute or provide calculations to justify exemption • yes no n.a. 1434 Separate air sys. inoicale separate systems on plans yea no n.a. imu. g.. -g. mica e a mu . neous ea ing an. cooing is pro i ea, unless use of exception is justified yea no not. • • 'ea recovery noicate ea recovery on p ans; complete and attach heat recovery calculations ' yea no n.a. 1437 lee. motor etf"ic. MECH -MOT or Equip. Schecule with hp, rpm, efficiency yea no n.a. 1438 Variable flow sys. lnaccate vanable flow on tan ano pump scheouTes if "no" is c rcied for any question. Provide explanation: 1997 W •ington State Nonresidential Energy Code Comniiance Form Decision Flowchart Use this flowchart to determine how the requirements of the Complex Systems Option apply to the project. Refer to the indicated Code sections for more complete information on the requirements. No Seedon 1411.1 Egtipment Pecf. Shall `feet Tables 14.1 through 14.: Seedon 1432.2 Hoc WaterSuppl) Temperature Rest Controls Required Capacity of H■ Heating Syscem Crcucr Than 600.000 Btuh? Air System Serving Multiple Zones Yes Seedon 1431.1 Calculations of Total On•site act Input tit Output Rewired Section 1432.2.: Supply Air Reset Controls Rewired (continued on back) 1997 Washington State Nanresldsntld Energy Coda Compliance Forms First Edition • June 1998 1997 WI igton State Nonresidential Energy Code Corr "'nce Form Mechanical - Complex Systems (back) MECH-COMP Rodeo 1411.4 Mort be Hon Pump Nun•esuie 225.8(11 DIA Capacity? Fare at Pump >inhP? Multi• veal Moor in a Multi.' pod Speer? VAV Syatcm? utal Dug Gp,cit1 > 24J MO Btuh 10 %uf au Magna 1433 Ait.3 Eu,numiser Res Wital Sacdoa 1433 Fan Pu.cruJ Tamina I Unite Requital Salto 141].6 Modulating at Regal Cum twstun Cumuli Requual Section 1434 Yarieble Row Daim. Requital Medea 1431 Mutate Must Mat Elkianoca in Table 14.E Nu tiu (continued from front) Nu Section 1435 SimulLano,us Rains .8 Curl ins PruhibimJ u Electric Motors MECH -MOT 1997 Washington State Nonresidential Energy Code Compliance Forms . first Edition • June 1998 Project •• lress 7200 FM/ GeNrie.. .. Complete thefallowing for ail design A & 8 squirrel-cage, T-frame induction permanently wired polyphase motors from 1 hp to 200 hp having synchronous speeds of 3600, 1800 or 1200 rpm (unless one of the exceptions below applies). For Building Departrnent Use • Motor No. or Location HP Type (open or closed) Description of Application Synch. Min.Nom. Full load IIIIIIIIIIIIIIIIIII Minimum Nominal Full Load Efficienc 0..- Motors Closed Motors Exceptions: t Motors in systems designed to use more than one speed of a multi -speed motor. 2. Motors already included In the efficiency requirements for HVAC equipment (Tables 14.1 or 14 -2) . 3. Motors that are an integral part (i.e. not easily removed and replaced of specialized process equipment equipment which requires a special as e motor). motor, such as an explosion -proof mo 4. Motors Integral to a listed piece of equipment for which no qualifying motor has been approved (i.e. it the only U.L. listing for the equipment is with a less- efficient motor and there is no energy - efficient motor option). For motors claiming an exception, list motor and note which exception applies. Synchronous S. eed (RPM) 3,800 1,800 1,200 3,800 1,800 1,200 HP r 82.5 • • 82 : , • : , , 1.5 82.5 84.0 84.0 82.5 84.0 85.5 2.0 84.0 84.0 85.5 84.0 84.0 86.5 3.0 84.0 88.5 86.5 8s5 87.5 87.5 • . • 88.5 89.5 • • 89.5 89.5 15 89.5 91.0 90.2 . • • , 90.2 20 90.2 91.0 91.0 so.2 • , • , 25 91.0 91.7 91.7 91.0 924 91.7 30 91.0 924 92.4 91.0 92.4 91.7 40 91.7 93.0 93.0 91.7 93.0 9a0 50 924 93.0 93.0 924 • , • • 60 93.0 93.6 93.6 93.0 93.6 93.6 75 93.0 94.1 93.6 93.0 94.1 100 930 94.1 94.1 93.6 94.5 125 93.6 94.5 94.1 94.5 94.5 150 93.6 95.0 94.5 94.5 95.0 95.0 200 94.5 95.0 94.5 95.0 95.0 95.0 • 1997 tg ton State Nonresidential Ener Code Cor ince Form Mechanical Permit • ans Checklist MECH -CH 1997 Washington State Nonresidential Energy Cod* Compliance Forms Fest Eamon • Jura 1998 Project Address 7rero „sly c h. 14./ y 77/o tN/Cr4 -, W.¢ Date .?//q/0/ The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability (circle) Code Section Component Information Required Location on Plans Building Department Notes HVAC REQUIREMENTS (Sections 1401-1424) 1411 Eqpmt performance y.. ao a. A. 1411.1 Minimum efficiency Equipment schedule with type, capacity, efficiency y• no a. a. 1411.1 Pkg. elec. Mg. & clg. List heat pumps on schedule 1412 HVAC controts rag ao a. a. 1412.1 Temperature zones . Indicate locations on plans yes no a. a. 1412.2 Daadband control Indicate 5 degree deadband minimum yes n_n. a. 1412.3 Humidity control indicate humidistat yes no a .a. 1412.4 Automatic setback Indicate thermostat with night setback and 7 din. day types yes no n. a. 1412.4.1 Dam • rs Indicate damper location and automatic controls yes no a. •. 1412.5 Heat pump control indicate microprocessor on thermostat schedule yes no n. a. 1412.6 Combustion htg. Indicate modulating or staged control 7.• no a. a. 1412.7 Balancing Indicate balancing features on plans yes no a. a. 1422 Thermostat interlock Indicate thermostat interlock on plans y• no a.a. 1423 Economizers Equipment schedule 1413 Air economizers yes no a. I. 1413.1 Operation Indicate 100% capability on schedule y.a no a.•. 1413.2 Control Indicate controls able to evaluate outside air yes so a. a. 1413.3 Integrated operation Indicate capability for partial cooling 1414 Ducting systems yes so a.•. 1414.1 Duct sealing Indicate sealing necessary y.s no a. a. 1414.2 Duct Insulation Indicate R•vafue of insulation on duct yes no a. a. 1415.1 Piping insulation Indicate Revalue of Insulation on piping yes no a.a. 1424 Separate air sys. Indicate separate systems on plans ya no Mech. Sum. Form Completed and attached. Equipment schedule with types, input/output. efiden , cfm, hp, economizer - I tt . - • 1 . \ e • . • . e act ons .. a • • 1440 SeMce water htg. yes ao n.. a. 1441 Elec. water heater Indicate R•10 insulation under tank yes no n.a. 1442 Shut-on controls Indicate automatic shut -on 1450 Heated pools y.a no a.•. 1452 (reserved) yes no a.•. 1453 Pool heater controls indicate switch and 65 degree control yes no a.a. 1454 Pool covers Indicate vapor retardant cover yes no a. a. 1454 Pools 90+ degrees Indicate R•12 pool cover explanation: If "no" Is circled for any auest oar vide 1997 V ington State Nonresidential Energy Code Compli• - Ice Form 1997 W' 'n ton State Nonresidential Ener. Code Comorince Form Mechanical Permit - fans Checklist 1991 WashIngton State Nonresidential Energy Code Compnancs Forms MECH -CHK First Edition • June 1998 Mechanical - General Requirements 1411.1 General: Equipment shall have a minimum performance at the specified rating conditions not less than the values shown in Table 14 -1 through 14-3. 1411.2 Rating Conditions: Cooling equpmsnt shall be rated at AR I test conditions and procedures when available. Where no applicable procedures exist, data shall be furnished by the equipment manufacturer. 1 41 1.3 Combination Specs end Service Water Heating: For comb space and service water heaters with a principal function d provd'ng space heat. the Combined Annual Efficiency (CAE) may be calculated by using ASHRAE Standard 124.1991. Storage water heaters used in combination space heat and water heat applications shall have ether an Energy FActor (EF) or a CAE of not less than the folbwng: 1411.4 Packs electric equipment proNding both heatng and cooing with a total cooling capacity greater than 20,000 Bluth shalt be a heat pump. Exception: Unsta fed equipment shaelters or cabinets used solely for personal wireless service facilities. 1412 Controls • 1412.1 Temperature Controls: Each system shat be provided with at least one temperature control device. Each zone shall be controlled by Individual thermostatic controls responding to temperature within the zone. At a minimum, each floor of a bunting shall be considered as a separate zone. 1412.2 Deedbend Controls: When'used to control both comfort homing and cooling. zone thermostatic controls shall be capable of a deadb and of at feast 5degrsss Fwihn which the supply d heating and cooing energy to the zone is shut off or reduced to a mnimum. Exceptions: 1. Special occupancy. special usage, or code requirements where deadband controls are not appropriate. 2. Butdngs complyng with Section 1141.4, if in the proposed building energy analysis. heating and cooing thermostat setpoints are set to the same temperature between 70 degrees F and 75 degrees F inclusive, and assumed to be constant throughout the year. 3. Thermostats that require manual changeover between heatng and cooling modes. 1412.3 Humidity Controls: If a system le equipped with a means for adding moisture, a humidistat shah be provided. 1412.4 Setback and Shut -Off: HVAC systems shall be equipped with automatic controls capable of accomplishing a reduction of energy use through controls et back or equipment shutdown during periods of non-use or alternate use of the spaces served by the system. The automatic controls shall have a minimum seven-day clock and be capable of being set for seven dirt went day types per week. Exceptions: 1. Systems serving areas which require continuous operation at the same temperature setpoint. 2. Equipment wih full bad demands of 2 kW (8.828 Btu/h) or less may be controlled by ready accessbe manual off -hour controls. 141 2.4.1 Dampers: Outside air stakes, exhaust outlets and relief outlets serving condlioned spaces shall be equipped with dampers which cbse automatically when the system is off or upon power faiure. Exceptions: 1. Systems serving areas which require continuous operation. 2. Combustion air intakes. 1412.5 Heat Pump Controls: Unitary air cooled heat pumps shall Include microprmesses controls that minimize supplemental heat usage during start-up. set -up. and defrost conditions. These controls shall anticipate need fa heat and use compression heating as the first stage d heat. Centrals shall indicate when supplemental heatng is being used through visual means (e.g., LED 'ndcators). 1412.8 Combustion Heating Equipment Controls: Combustion heating equipment with a capacity over 225,000 Btu/h shad have modulating or staged combusticn control. Exceptions: 1. Boilers. 2. Radiant Heaters. 1412.7 Balancing: Each air supply outlet or air or water terminal device that have a means for balancing, including but na limited to. dampers, temperature and pressure test connections and balancing valves. 1413 Alr Economizers 1413.1 Operation: Air economizers shat be of automatically modulating outside and return air dampers to provide 100 percent of the design supply air as outside air to reduce or eliminate the need fa mecnanical cooing. 14132 Control: Air aeon= tzars shall be controlled by a control system capable d determining if outside air can meet part or at of the buiding's cooing loads. 1413.31ntegrated Operation: Building Heating Energy: Air economizers shat be capable of providing partial cooling even when additional mechanical cooing is requited to meet the remainder d the cooing bad. Controls shalt not preclude the economizer operation when mechanical cooing is required sinutaneousy. Exception: Economizes on individual, direct expansion, cooling systems with capacities not greater than 75,000 Btu/h may include controls that limit stemlanecus operation of the economizer and medtancal cooling for the purpose of preventing ice formation on cooing coils. 1414 Ducting Systems 1414.1 Sealing: Duct work which Is designed to operate at pressures above 1/2 itch water column state pressure shall be sealed In accordance with Standard RS-18. Extent d sealing required is as folows: 1. Static pressure: 1/2 inch to 2 inches; seal transverse joints. 2. Stab pressure: 2 Inches to 3 Inches; seat all transverse joints and longtudinat seams. 3. Static pressure: above 3 inches•, seal all transverse joints. longtudinat seams and dud wall penetrations. Duct tape and other pressure senstive tape that not be used as the primary sealant where ducts are designed to operate at static pressures of 1 inch W.C. or greater. 1414.2 insulation: Ducts and plenums that are constructed and function as part of the buidng envelope, by separating interior space from exterior space, shall meet all appieabie requirements of Chapter 13. These requirements include nsulatcn nit elation, moisture control, sir leakage, and bullring :metope insulation levels. Unheated equipment rooms wlh combustion air buyers must be hoisted from the conditioned space by insulating surfaces to a minimum o f R -11 and any exterior envelope surface per Chapter 13.Outside air duct runs are cons bared buiding envelope unti they, a. connect to the heating or cooing equipment. or b. are isolated from the exterior with an automatic shut-off damper Once outside air ducts meet the above fisted requirements, any runs within conditioned space must comply with Table 14.5 requirements. Other duds and plenums that be thermaty insulated per Table 14.5. Exceptions: 1. Within the HVAC equipment. 2. Exhaust air ducts not subject to condensation. 3. Exposed ductwork wihin a space that serves that space only. 1415 Piping Systems 1415.1 Insulation: Piping shall be thermaty insulated in accordance with Table 14.8. Except Ion: Piping instated within unitary HVAC equbment. Water piles outside the condlioned space shall be Insulated n accordance with W ashngton State Plimbing Code (W AC 51.28) 1420 SIMPLE SYSTEMS (PACKAGED UNITARY EQUIPMENT) 1421 System Type: To qualify as a simple system, systems shall be one of the folbwng: 1. Air cooled. constant volume packaged equipment, which provide heatng. cooling or both, and require only external connexion to duct work and energy services. 2. Ai cooled. constant volume spit systems. which provide healing, cooling or both, with cooling cap aciy of 84,000 RUC or less. 3. Healing only systems which have a capacity of less than 5.000 cfrn or which have a minimum outside air supply d less than 70 percent of the tctal air circulation. All other systems shal campy with Sections 1430 through 1438. 1422 Controls: In addan to the control requirements in Section 1412. where separate heatng and cooing equbment serve the same temperature zone. thermostats shal be interlocked to prevent simutaneous heating and cooling. Systems which provide heating and cooling sinutaneousy to a zone are prohibited. 1423 Economizers: Economizers meeting the requirements of Section 1413 shat be instaled on single package uniary fan - cooing units having a supply capacty d greater than 1,900 dm or a total cooling capacty greater than 54.000 Btu/h. The total capa:ity of al units without economizers shat not exceed 240.000 Btu/h per building, or 10% of its aggregate cooling (economizer) capacity. whichever a greater. 1424 Separate Air Distribution Systems: Zones wits special process temperature requirements and/or humidity requirements shall be served by separate air distribulcn systems from those servng zones requiring only comfort cond lions. EF CAE < 50 gal storage 0.58 0.71 50 to 70 gal storage 0.57 0.71 >70 gal storage 0.55 0.70 1997 W' 'n ton State Nonresidential Ener. Code Comorince Form Mechanical Permit - fans Checklist 1991 WashIngton State Nonresidential Energy Code Compnancs Forms MECH -CHK First Edition • June 1998 Mechanical - General Requirements 1411.1 General: Equipment shall have a minimum performance at the specified rating conditions not less than the values shown in Table 14 -1 through 14-3. 1411.2 Rating Conditions: Cooling equpmsnt shall be rated at AR I test conditions and procedures when available. Where no applicable procedures exist, data shall be furnished by the equipment manufacturer. 1 41 1.3 Combination Specs end Service Water Heating: For comb space and service water heaters with a principal function d provd'ng space heat. the Combined Annual Efficiency (CAE) may be calculated by using ASHRAE Standard 124.1991. Storage water heaters used in combination space heat and water heat applications shall have ether an Energy FActor (EF) or a CAE of not less than the folbwng: 1411.4 Packs electric equipment proNding both heatng and cooing with a total cooling capacity greater than 20,000 Bluth shalt be a heat pump. Exception: Unsta fed equipment shaelters or cabinets used solely for personal wireless service facilities. 1412 Controls • 1412.1 Temperature Controls: Each system shat be provided with at least one temperature control device. Each zone shall be controlled by Individual thermostatic controls responding to temperature within the zone. At a minimum, each floor of a bunting shall be considered as a separate zone. 1412.2 Deedbend Controls: When'used to control both comfort homing and cooling. zone thermostatic controls shall be capable of a deadb and of at feast 5degrsss Fwihn which the supply d heating and cooing energy to the zone is shut off or reduced to a mnimum. Exceptions: 1. Special occupancy. special usage, or code requirements where deadband controls are not appropriate. 2. Butdngs complyng with Section 1141.4, if in the proposed building energy analysis. heating and cooing thermostat setpoints are set to the same temperature between 70 degrees F and 75 degrees F inclusive, and assumed to be constant throughout the year. 3. Thermostats that require manual changeover between heatng and cooling modes. 1412.3 Humidity Controls: If a system le equipped with a means for adding moisture, a humidistat shah be provided. 1412.4 Setback and Shut -Off: HVAC systems shall be equipped with automatic controls capable of accomplishing a reduction of energy use through controls et back or equipment shutdown during periods of non-use or alternate use of the spaces served by the system. The automatic controls shall have a minimum seven-day clock and be capable of being set for seven dirt went day types per week. Exceptions: 1. Systems serving areas which require continuous operation at the same temperature setpoint. 2. Equipment wih full bad demands of 2 kW (8.828 Btu/h) or less may be controlled by ready accessbe manual off -hour controls. 141 2.4.1 Dampers: Outside air stakes, exhaust outlets and relief outlets serving condlioned spaces shall be equipped with dampers which cbse automatically when the system is off or upon power faiure. Exceptions: 1. Systems serving areas which require continuous operation. 2. Combustion air intakes. 1412.5 Heat Pump Controls: Unitary air cooled heat pumps shall Include microprmesses controls that minimize supplemental heat usage during start-up. set -up. and defrost conditions. These controls shall anticipate need fa heat and use compression heating as the first stage d heat. Centrals shall indicate when supplemental heatng is being used through visual means (e.g., LED 'ndcators). 1412.8 Combustion Heating Equipment Controls: Combustion heating equipment with a capacity over 225,000 Btu/h shad have modulating or staged combusticn control. Exceptions: 1. Boilers. 2. Radiant Heaters. 1412.7 Balancing: Each air supply outlet or air or water terminal device that have a means for balancing, including but na limited to. dampers, temperature and pressure test connections and balancing valves. 1413 Alr Economizers 1413.1 Operation: Air economizers shat be of automatically modulating outside and return air dampers to provide 100 percent of the design supply air as outside air to reduce or eliminate the need fa mecnanical cooing. 14132 Control: Air aeon= tzars shall be controlled by a control system capable d determining if outside air can meet part or at of the buiding's cooing loads. 1413.31ntegrated Operation: Building Heating Energy: Air economizers shat be capable of providing partial cooling even when additional mechanical cooing is requited to meet the remainder d the cooing bad. Controls shalt not preclude the economizer operation when mechanical cooing is required sinutaneousy. Exception: Economizes on individual, direct expansion, cooling systems with capacities not greater than 75,000 Btu/h may include controls that limit stemlanecus operation of the economizer and medtancal cooling for the purpose of preventing ice formation on cooing coils. 1414 Ducting Systems 1414.1 Sealing: Duct work which Is designed to operate at pressures above 1/2 itch water column state pressure shall be sealed In accordance with Standard RS-18. Extent d sealing required is as folows: 1. Static pressure: 1/2 inch to 2 inches; seal transverse joints. 2. Stab pressure: 2 Inches to 3 Inches; seat all transverse joints and longtudinat seams. 3. Static pressure: above 3 inches•, seal all transverse joints. longtudinat seams and dud wall penetrations. Duct tape and other pressure senstive tape that not be used as the primary sealant where ducts are designed to operate at static pressures of 1 inch W.C. or greater. 1414.2 insulation: Ducts and plenums that are constructed and function as part of the buidng envelope, by separating interior space from exterior space, shall meet all appieabie requirements of Chapter 13. These requirements include nsulatcn nit elation, moisture control, sir leakage, and bullring :metope insulation levels. Unheated equipment rooms wlh combustion air buyers must be hoisted from the conditioned space by insulating surfaces to a minimum o f R -11 and any exterior envelope surface per Chapter 13.Outside air duct runs are cons bared buiding envelope unti they, a. connect to the heating or cooing equipment. or b. are isolated from the exterior with an automatic shut-off damper Once outside air ducts meet the above fisted requirements, any runs within conditioned space must comply with Table 14.5 requirements. Other duds and plenums that be thermaty insulated per Table 14.5. Exceptions: 1. Within the HVAC equipment. 2. Exhaust air ducts not subject to condensation. 3. Exposed ductwork wihin a space that serves that space only. 1415 Piping Systems 1415.1 Insulation: Piping shall be thermaty insulated in accordance with Table 14.8. Except Ion: Piping instated within unitary HVAC equbment. Water piles outside the condlioned space shall be Insulated n accordance with W ashngton State Plimbing Code (W AC 51.28) 1420 SIMPLE SYSTEMS (PACKAGED UNITARY EQUIPMENT) 1421 System Type: To qualify as a simple system, systems shall be one of the folbwng: 1. Air cooled. constant volume packaged equipment, which provide heatng. cooling or both, and require only external connexion to duct work and energy services. 2. Ai cooled. constant volume spit systems. which provide healing, cooling or both, with cooling cap aciy of 84,000 RUC or less. 3. Healing only systems which have a capacity of less than 5.000 cfrn or which have a minimum outside air supply d less than 70 percent of the tctal air circulation. All other systems shal campy with Sections 1430 through 1438. 1422 Controls: In addan to the control requirements in Section 1412. where separate heatng and cooing equbment serve the same temperature zone. thermostats shal be interlocked to prevent simutaneous heating and cooling. Systems which provide heating and cooling sinutaneousy to a zone are prohibited. 1423 Economizers: Economizers meeting the requirements of Section 1413 shat be instaled on single package uniary fan - cooing units having a supply capacty d greater than 1,900 dm or a total cooling capacty greater than 54.000 Btu/h. The total capa:ity of al units without economizers shat not exceed 240.000 Btu/h per building, or 10% of its aggregate cooling (economizer) capacity. whichever a greater. 1424 Separate Air Distribution Systems: Zones wits special process temperature requirements and/or humidity requirements shall be served by separate air distribulcn systems from those servng zones requiring only comfort cond lions. Project Info Project Address Date 3 /l ilt) / 7 2.t P J c.: v1/4/4 Y je..)X WleA -, wZ For Building Department Use gsii r, f ? o 7 a 'c'c 4 45/0,e1 / W io& 4'77z Gka-0 Applicant Name: i .", A4 x / po r_, .4 655pG Applicant Address: 4--d-o !o8 Ytr ,i 5v, /DSO f Applicant Phone: 4/2 ,s 36, CO, / 454 - C'tZ j Location (floor /room no.) Occupancy Description Allowed Watts per ft2 •' Area in 11 Allowed x Area " From Table 15.1 (over) - document all exceptions taken from footnotes Total Allowed Watts Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 1997 Washington State Nonresidential Energy Code Compttance Forms Compliance Option Proposed Lighting Wattage (Exterior) Location Covered Parking Open Parking Outdoor Areas 1997 Wr •gton State Nonresidential Energy Code Comp'' 'ce Form Lighting Summary LTG -SUM First Edition • June 1998 'Project Description [New Building ❑ Addition ❑ Alteration ❑ Prescriptive , Lighting Power Allowance ❑ Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures are new, and installed lighting wattage Is not being increased Use mfgr listed maximum input wattage. For fixtures with hard -wired ballasts only, the Maximum Allowed Lighting Wattage (Inter! default table In the NREC Technical Reference Manual may al so be used. Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Description Bldg. (by facade) Bldg. (by perim) Note: for building exterior, choose either the facade area or the perimeter method, but no both) Use mfgr listed maximum Input wattage. For fixtures with hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used. Allowed Watts per ft or per tf 0.2 W/tt 0.2 W/tt 0.2 W/ft 0.25 W/f1 7.5 W/if Proposed Lighting Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) Area in ft (or If for perimeter) Total Allowed Watts Allowed Watts x 11 (or x If) Location Watts/ Fixture Number of Fixtures Fixture Description Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts Watts Proposed Use' LPA (W /ft) Use' LPA (W /11 Painting, welding, carpentry, machine shops 2.3 Police and fire stations' 1.2 Barber sho. s, beau shops 2 Atria (atriums 1 Hotel banquet /conference/exhibition hoe el Assembly spaces', auditoriums, gymnasia', theaters a Laboratories 2 Process plants 1 Aircraft repair hangars 1,5 R 1 Cafeterias, fast food establishments' 1.5 Retail 1 Factories. workshops, handling areas 1.5 1.5 Retail 8 Retail banking Locker and /or shower facilities 1.5 0.8 Gas stations auto re- air sho.s Institutions r 1.5 • Warohouses' areas 0,5 Libraries' 1.5 Aircraft store a hart ars 0.4 N ursing homes 1.5 Parking garages a * fee ' ¶132 W hole sa le stores (pallet rack shelving) 1.5 M all concourses 1.4 Piens Submitted for Common Areas Only' Schools buildin s, school classrooms, da cars centers Common area, corridors, lobbies (except malt concourse) 0.8 Laundries I. Toilet facilities and washrooms 0.8 Office building s,oftice/administralive areas In facilities of other use types (including but not limited to schools, hospitals, institutions, museums, banks, churches)'''" 1.2 Prescriptive Spaces Occupancy ❑ Warehouses, storage areas or aircraft storage hangers *Other Qualification Checklist Note: If occupancy type is 'Other' and fixture answer is checked, the number of fixtures in the space is not limited by Code. Clearly indicate these spaces on plans. If not qualified, do LPA Calculations. lighting Fixtures: ❑ Check here if at least 95% of fixtures in the space meet all four criteria: 1. Fixtures are fluorescent, non - lensed, with only one or two lamps, and 2. Lamps are T -5, T-6, T -8 or PL, and 3. Lamps are 5-50 Watts, and 4. Ballasts are electronic ballasts Lighting Summary (back) LTG -SUM 1997 Washington State Nonresidential Energy Cods Compliance Forms Table 15 -1 Unit Lighting Power Allowance (LPA) for Interior Lighting Footnotes for Table 15-1 1. In Cases in which a use is not mentioned specifically. the Unit PowerAl(m.wtce shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2. The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3. Watts per square foot of roan may be increased by two percent per foot of ceiling height above twelve feet. c::: For all other spaces, such as seating and common areas, use the Unit Light PowerAl/omince fa assembly. 5. Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6. Includes pump area under canopy. 7. In cases in which a lighting plan is submitted for only a portion of a floor, a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shalt be used for the common areas, which may include elevator space, lobby area and rest rooms. Common areas, as herein defined do not include mall concourses. S. For the fire engine room. the Unit Lighting Power Allowance is 1.0 watts per square foot 9. For indoor sport tournament courts with adjacent spectator seating, the Unit Lietting Power Allowance for the court area is 2.6 watts per square foot 10. For both Retail A and Retail B. light far free - standing display, building showcase illumination and display window illumination installed within two feet of the window are exempt Retail A allows a Unit Lighting Power Allowance of 1.0 watts per square foot. Ceiling mounted adjustable tungsten halogen and HID merchandise display illuminaries are exempt. Retail B allows a Unit Lighting Power Allowance of 1.5 watts per square foot, including all ceiling mounted merchandise display luminaries. 11. Provided that a floor plan. indicating rack location and height, is submitted. the square footage for a warehouse may lx defined. for computing the interior Unit Lighting Power Allowance. as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. 1997 H ington State Nonresidential Energy Code Co- 'lance Form First Edition • June t 99e a Lighting Permit Plans Checklist LTG -CHK 1997 Wur9ngton State Nontefidendal Energy Code Complain Forms Fest Wean • Jute 199a ' Project Address 7 � wAy , i - wy .44 ! W Date 3//970/ The following information is necessary to check a lighting permit application for compliance with the lighting requirements in the 1994 Washington State Nonresidential Energy Code. Applicability (circle) Code Section Component Information Required Location on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) yea ao a. a. 1513.1 Local controvaccess Schedule with type, indicate locations Yoe no a••• 1513.2 Area controls Maximum limit per switch 1513.3 Daylight zone control Schedule with type and features, indicate Locations yea ac a. •. vertical glazing Indicate vertical glazing on plans re ao a••• overhead glazing Indicate overhead glazing on plans yea no a.a. 1513.4 Display /exhib/speciai Indicate separate controls 1513.5 Exterior shut -off Schedule with type and features, indicate location yes ao a•a. (a) timerw/backup Indicate location yes ao a.a. (b) photocell. Indicate location 1513.6 Inter. auto shut-off Indicate location yea no a. • . 1513.6.1 (a) occup. sensors Schedule with type and locations Yee ao a.a. 1513.6.2 (b) auto. switches Schedule with type and features (back-up, override capability): Indicate size of zone on plans LIGHTING WATTAGE (Sections 1520 -22 or 1530 -32) ree no Lighting Sum. Form Completed and attached. . Schedule with fixture types, lamps, ballasts, watts per fixture ELECTRIC MOTORS SectIon 1511) re no A.• . Elec motor efficiency JMECH -MOT or Equipment Schedule with hp, rpm, efficiency I I If "no" Is circled for any question, provide explanation: 1997 N ington State Nonresidential Energy Code Comp" - ice Form Lighting Power Al = wance Adjustments LTG -LPA 1997 Washington State Nonresidential Energy Coda Corrpltance Fauna Project Address 7200 PriN COTtran W,4 y 7Y/ W/6"1 , fnsr4 `Dat 3/19161 Use this form if you are claiming any ceiling height adjustments for your Lighting Power Allowances for interior lighting. The Occupancy Description should agree with the 'Use' listed on Code Table 15-1. Identify the appropriate Ceiling Height Limit (9 feet, 12 feet or 20 feet) on which the adjustment is based. The Adjusted LPA is calculated from this number and from the Allowed Watts per square foot. Carry the Adjusted LPA to the corresponding 'Allowed Watts per ft location on LTO -SUM. Adjusted Lighting Power Allowances (Interior Location (floor/room no.) 1997 Wa " State Nonresidential Energy Code Com - "gnce Form Occupancy Description From Table 15 -1 basec on exceptions listed in footnotes on -June 1998 Allowed Ceiling Height Ceiling Height limit Adjusted LPA Watts per ft " for this room for this exception" Watts per ft2 1997 WE t ton State Nonresidential Ener• Code Corr ' -nce Form Lighting Permit Plans Checklist 1997 Washington State Nonresidential Energy Cods Compliance Forms LTG- CI-11K First EdMon • June 1998 Lighting - General Requirements 1513 Ughting Contrds 1513.1 Local Control and Accessibility: Each space, enclosed by walls orceiling•height partitions, shad be provided with lightng contrds [mated within that space. The lighting controls, whether one or more, shall be capable of turning off all lights withi the space. The controls shill be realty accesdbte, at the poirt of entry/exit, to personnel occupying or usingthe space. (Exceptions: The fdlowing Iigfinting controls may be centralized in remote locations: 1. Lighting controls br spaces which must be used as awhde. 2. Automatic controls. 3. Controls requiring trained operators. d, Controis safety hazards and security. 1513.2 Area Controls: The maximum lighting power that may be controlled from a single switch or automatic control shah not exceed that which is provided by a twenty ampere circuit loaded to not more than eighty percent. A master control may be installed provided the indvidual swtches retain their capatilityto function independently. Circuit treakers may rot be used as the sde m sans d switching. Exceptions: 1. Industrial or manufacturing process areas, as maybe required forproduction. 2. Areas less than Ive percent of the building footprint for footprints over 104000 h = . 15133 Daylight Zone Control: Al daylghted zones, as defired In Chapter 12, both under overhead glafng and adjacent to vertical glaang, shall to provided with indvidual contrds, ordaylight- oroccupant-sensing automatic controls, which control the lights independent of geneal area Ighting. 1513.4 Display, Exhibition, and Specialty Lighting Controls: All dsplay, e>fnibition, or specialty lighting shall be controlled independently of general area lighting. 1513.5 Automatic Shut -off Cartels, Exterior. Exterior fighting not intended for 24-hour centirxrous use shall be automatically switched by timer, photocell, ora combination of timer and photocel . Automatic time switches shall also have program back-up capabilities, which prevent the loss of program and time settngs fora least 10 hours, if poweris in tempted. • 1513.6 Automatic Shut -Off Controls, interior: Office buildings greater than 25,000 ft and all school classrooms shall be equipped with separate automaic controls to shit off he lighting during unoccupied hours. Automatic contrds may be an occupancy sensor, tin e switch, a other device capable of automatically shutting off I ghting. Exceptions: 1. Areas that must be continuously illuminated, or illuminated in a manner requiring manual operatics of the Ighting. 2. Emergency lighting systems. 3. Switchhg for industrial or manufacturing process fadities as maybe required forproduction. 15136.1 Occupancy Sensors: Occupancy sensors shall be capable of automatically tuning off all the lights in an area, no more than 30 minutes after the area has been vacated. 1513.6.2 Automatic Time Switches: Automatic time switches shall have a minimum 7 day clock and be capable of being set furl different day types per week and incorporate an automatic holiday 'shut-off' feature, which turns off all loads for at least 24 hours and then resumes normally scheduled operations. Automatic time switches shall also have program back-up capabildes, which prevent the loss of program and time settings for at least 10 hours, it power is interrupted. Automatic time switches shall incorporate an over•ride switching device which: a. is ready accessbie; b. is located so that a person using the device can see the limns or the areas cortroled by the switch, or so that the area being illuminated is annunciated; c. is manually operated; d. alows the lighting to remain on for no mere than two hours when an override is initiated; and e. controls an aeanot exceeding 5,000 ft 5 percent of footprint forfootprirts over 100,00011 , whichever is greater. WSNEC u ga atot ua wallsf g/w 9 w VGLASS pool 9.00 7.00 7.00 441.00 592.00 south /e /w 4524.00 ' 1.00 5.00 7.00 35.00 north /e /w 1783.00 29.00 2.00 2.00 116.00 boardroom 1.00 7.00 7.00 49.00 49.00 lobby 2.00 7.00 7.00 98.00 250.00 1.00 10.00 8.00 80.00 2.00 6.00 6.00 72.00 sales 1.00 7.00 7.00 49.00 84.00 1.00 : 5.00 7.00 35.00 gm 1.00 7.00 7.00 49.00 49.00 laundry 4.00 2.00 2.00 16.00 16.00 lobby2 1.00 5.00 8.00 40.00 40.00 cont brkfst 1.00 6.00 8.00 48.00 178.00 2.00 7.00 7.00 98.00 w _ 8.00 2.00 2.00 32.00 meeting 2.00 7.00 7.00 98.00 122.00 6.00 2.00 2.00 24.00 1380.00 1380.00 6307.00 22% target wall 0.140 4822.00 675.08 shgc shgc x a glass 0.600 1380.00 828.00 0.65 897.00 doors 0.500 105.00 52.50 153.20 _.. roof 0.050 3064.00 1708.78 ro osed wall (R -21) 0.060 4822.00 289.32 _ glass 0.900 1380.00 1242.00 0.65 897.00 doors 0.500 105.00 52.50 roof (R -30) x 0.032 - 3064.00 98.05 1681.87 160wsec031501.xls, 03/23/2001 COMFORT SUITES - TUKWILA, Wr, WSNEC CALCS - NON - REIDENTIAL DOW FLETCHER and ASSOC Page 1 cf NO MANUFACTURER FRAME MATERIAL MODEL # SIZE U•VALUE AREA S.F. "IC LG. D s 4 6.6,,te VG., _ e o. do 560 9 tenW -E / 7 Se 44 Uu/i2"45if TOTAL GLAZING AREA 4-, (add entire column) 5-6,09 CITY OF ,VKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 WASHINGTON STATE ENERGY CODE RESIDENTIAL COMPLIANCE FORM PRESCRIPTIVE APPROACH H -15 ACTIVITY #: 1. HEAT SOURCE: H '�' " � (gas, oil, propane, heat pump, electric) 2. WINDOW SCHEDULE: Fill in the window schedule based upon the proposed residential design and calculate the glazing area as % of the conditioned floor area. 3. CHECK PRESCRIPTIVE OPTION: Glazing percentage will determine which option to choose. Mark option at top of column. (See back of this sheet) WINDOW_SCHEDULE_GIAZIEE, TOTAL GLAZING AREA ENRGYCOD.DOC 2/13/97 S.F. TOTAL CONDITIONED FLOOR AREA 73/33 S.F.x100= PROPOSED GLAZING PERCENTAGE The proposed glazing percentage must be less than or equal to the glazing percentage listed under the prescriptive option that is selected. ❑ Exhaust ventilation shall be provided for each dwelling unit as follows (S. 302): LOCATION MINIMUM AT .25 W.Q. MFR. /MODEL FAN LABEL CFM (.1 W.G.) KITCHEN FAN 100 CFM BATHROOM FAN 50 CFM BATHROOM FAN 50 CFM BATHROOM FAN 50 CFM LAUNDRY FAN 50 CFM ® WHOLE HOUSE FAN' 3Cit 50 CFM (1.2 BEDROOMS) (CHOOSE ONE) O 80 CFM (3 BEDROOMS) 0 100 CFM (4 BEDROOMS) );!ZE *Whole house fan also serves If a spot fan is designated as a kitchen r bat spot fan: YES ONO larger CFM requirement. NA. (< 1.5 if as a whole house fan1he capacity shall be the g Whole house fan: Location attic fan is closer than 4' to 0 Whole house fan is listed/labeled 0 Whole house fan wiring Whole house fan shall * RBI Sone rating ceiling) "for Continuous use." for control routed to central location. run continuously: Kitchen rate 25CFM, bath & laundry rate 20CFM. ❑ Integrated forced - air furnace ventilation (IAC Code S. 303.1.2(b)) shall be used instead of a whole house fan and fresh air inlets in the bedrooms: 0 YES 0 NO 0 If yes, a 6" outside air inlet duct with damper limiting the ventilation rate to .35 -.5 ACH, shall run from the building exterior to the furnace return plenum. 71 Mechanical ventilation fan ducts shall be >_ 4" and properly sized using IAQC, Table 3 -3. 51 Fresh air shall be provided for each unit as follows: (IAQ Code, S. 302.6.1): 0 Each bedroom: Tested, screened, controllable, through -wall port (> 4 sq. in.) to the exterior. 0 Overall living area: One wall port as specified for bedrooms. OR: ❑ Central forced air furnace which delivers outside makeup air through the ducting system. I CITY 0. TUKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 H-15. ACTIVITY #: MINIMUM VENTILATION REQUIREMENTS FOR RESIDENTIAL OCCUPANCIES FOUR STORIES AND LESS Chapter 51 -13 W.A.C. Source specific and whole house ventilation systems are required for residential occupancies. In addition, exhaust ventilation fans must provide specific performance ratings and (in the case of the whole house fan) specific "Sone" ratings. Fill in the exhaust fan schedule below with the fan manufacturer's name, model number and performance rating. Secondly, check the criteria that applies to your design. 4/6,4_77/24;& �rC7r- —i3/V� 1."// 4 "£c/avUG% S 7C7 bRIC V 47Z'A T $T A Z- ‘/SE" Or= 22" sci6 DUG1 c'XG}47T7o&.' "V 7D /4v0 /G) '< Z7 "iZ i ENRGYCOD.DOC ?/T 3/97 �2 S G -`�'� a -sl S CHAPTER 6, PRESCRIPTIVE OP i IONS FOR ALL "R" OCCUPANCIES, CLIMATE ZONE I NOTE: Carefully review the requirements of each of the options in the charts below. From the table that refers to your heat source, choose the option that best suits your dwelling design. Glazing percentage determines which option to choose. Your building design must match the selected option requirements without exceptions or substitution. Design drawings must indicate all applicable requirements from table. HVAC AFUE Glazing max: % of floor U- value Door U -value (R- value) Ceilings: with attics vaulted Walls: above grade below grade Interior OR exterior Floor Slab on grade ENRGYCOD.DOC 2/13/97 HEAT SOURCE: OTHER (gas, oil, propane, heat pumps) OPT I a .78 - 10% 0.70 0.40 (R -2.5) ,F1-30 . R -30 R -15 R -15 R -10 R -19 R -10 OPT II 0 a .78 12% 0.65 0.40 (R -2.5) R -30 . R -30 R -15 R -15 R -10 R -19 R -10 OPT III OPT IV O O x.88 21% 0.75 0.40 (R -2.5) R -30 R -30 R -19 R -19 • R -10 R -19 R -10 Approved by: a .78 21% 0.65 0.40 (R -2.5) R -30 R -30 R -19 R -19 R -10 R -19 R -10 two stories The "a" symbol means more than or equal to; "? means less than or equal to. Glazing trade -offs may be made if the Option U -value requirement is not exceeded. ❑ YES ❑ NO OPT V 0 a .74. • 21% • 0.60 0.40 (R -2.5) R -30 R -30 R -19 R -19 R -10 R -19 R -10 Option OPT VI* Q a .78 25% 0.50 0.40 (R -2.5) • R -38 R -30 R -19 R -19 R -10 R -25 R -10 may be a better OPT VII* d a .78 30% 0.45 0.40 (R -2.5) .R-30 R -30 R -19 R -19 R -10 R -25 ' R -10 PLAN REVIEW (for official use only) Selected Option is appropriate for this dwelling design. choice. Notes: Date: WSEC -RES. ' fa a gatot .•_ q w h VGLASS 1 south 6 6 6 216 east 1 5 7 35 north 13 6 6 468 west 1 5 6 30 subtotal 10966 749 6.8% 2 south 19 6 6 684 east 1 6 6 36 1 5 6 30 north 21 6 6 756 west 1 6 6 36 1 5 6 30 subtotal 20195 1572 7.8% 3 south 21 6 6 756 east 1 6 6 ' 36 1 5 6 30 north 21 6 6 756 west 1 6 6 36 30 1644 7.8% subtotal 20999 4 south 21 6 6 756 east 1 6 6 36 1 5 6 30 north 21 6 6 756 west 1 6 6 36 1 5 6 30 subtotal 20973 1644 7.8% totals 73133 5609) 7.7% COMFORT SUITES - TUKWILA, WA 160wsec031501.x1s, 03/19/2001 DOW FLETCHER and ASSOC Page 1 of 1 A Software 1. Autocad, save as version 14 for use by AutocadLite98 B CADD Standards 1. Use drafting guidelines and checklist/s from Working Drawing Manual" by Fred A Stitt copyright 1998 by McGraw -Hill unless otherwise directed in writing by the following standards or by other documented job related requirements. 2. Use CADD Standards from 'CADD Standards - Version 1.0' by SD Graphics (2319 Benbrook, Carrollton, TX 75007, (972) 446 -6366, Copyright ©1998 SD Graphics all rights reserved) unless otherwise directed in writing by the following standards or by other documented job related requirements. C Personnel 1. Contract CAD: A lead draftsperson shall be permanently assigned to each project, and that person shall be interviewed by the client of the CAD contractor prior to start of work. D File Names 1. File by sheet number. 2. File Name: JobNo_ShtNo Date.dwg 3. Example: 43-2_A1-1_032701.dwg 4. Use ' -' for dots and " between ID items. 5. Sheet number examples: See attached sample. E Layers 1. Use A, E, M, C, S.... to separate disciplines. 2. Layer Name: Discipline(ImaxASCII)- Description (4max /minASCII)- Additional(4max ASCII) 3. Example /s: A -SYMB, A- TEXT „A -NOTE, A -DETL, A -DIMS, A -DOOR A -EQUP, A -FLOR, A -FURN, A -GLAZ, A. GRID, A -WALL, A- WALL -INT, E- POWER, I -FURN, M -PLUM, S -COLS, S- FRAM... F Dwg Elements 1. Title Block: Use standard DFA title block. 2. Scale: tbd 3. Xref: Use for all plan cross - referencing. 4. Linetype: By Layer 5. Text Style: tbd E Project Organization 1. Maintain a current zip file of all dwgs in the appropriate folder at the project on eProject.com Attachments: Sheet name /number sample CADstds032601.xIs.03 /26/2001 DOW FLETCHER and ASSOCIATES EXHIBIT - G CAD STANDARDS Page 1 of 1 x Owner x Contractor x Architect x Building Dept. x Engineer Report Number: 024 Inspection(s) Performed: Resteel Project: Comfort Inn Suites Permit Number: D01 - 091 a Address: 7200 Fun Center Way, Tukwila Job Number. 01-479 Client: H2 Hotels, LLC Architect: Dow Fletcher & Assoc. Contractor: Axiom Engineer: Poggemeyer Design Group Inspector and Date Isaac Ruoff 5-24-02 Micah Ruoff 5-31 -02 Copies to: OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com CONSTRUCTION INSPECTION REPORT Remarks Arrived on site to inspect resteel at pool and spa. At top of walls, at #3 bar is missing and clearances are not met. Does Not Conform Resteel only for swimming pool and spa. Resteel set as per plans. Inspector should double check clearances day of pour. Does Conform Reviewed by: ,e7-e-t-tr-‘e This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723 -2221 Form No.: F -104 Revised: 08!06102 x Owner x Contractor x Architect x Building Dept. x Engineer Report Number. 025 Inspection(s) Performed: Resteel and Cancellation Project: Address: Client: Contractor. Inspector and Date Dusty Johnston 6-3-02 Jerry Whigham 6-4-02 Coples to: OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com CONSTRUCTION INSPECTION REPORT Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom Forgot to cancel the Shotcrete pour. Permit Number: Job Number. Architect: Engineer: Remarks D01 - 091 " * '' 01-479 Dow Fletcher & Assoc. Poggemeyer Design Group Inspected resteel for pool and spa placement of concrete will be air placed Gunite, all splices were contact splices. Contractor was made aware that UBC calls for non contact splices. Wailing for engineer /design /placement contractor's response. Engineer accepted splices as is. Reviewed by: .07 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: F -104 Revised: 06/11/02 30 July 2002 City of Tukwila Building Division 6300 Southccntcr Blvd. Tukwila, Washington 98188 Project: Comfort Suites Permit Number: D01 -091 / T) 0 ; . - 037 Address: 7200 Fun City Way Job Number: 01-479 This is a revised final report for this project, to include the shotcrete placement at the pool and spa. We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to the contents of our handwritten reports. All typewritten reports have been mai led to your office or am enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected arc: JLP /jp 1. Augercast piles 2. Reinforcing steel including embeds .5. .sir a+ Rc#.nforcCd concrete including post - tensioned concrete 4. _:,.Pest- tensitor ng S poxy grouting (dowels, all - threads, holdowns) Orout under column bases 7. ' steel fabrication/ultrasonic testing 8..: , Structural steel erection- welds & bolts 9. ` Expansion anchor bolt installation 10. Shotcretc Sincerely, 7 O ROSENAU & ASSOCIATES, INC. i '.,) k' Jeanne L. Parvin cc: H2 Hotel LLC fax c: Axiom Construction @ site OT i 0 ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com 87/25/2002 16:50 Wort I cpectlon Performed: Retest Project: Comfort inn Suites Address: 7200 Fun Center Way, Tukwila Client: H2 Hots., LLC Contractor: Mom Inspector and Date 84402 Mash Ruoff 641-02 2067232221_ OTTO ROSENAU & ASSOCIATES, INC. Giatachnlcal Engineering, Construction Inspacnon S Matattais Testing 6747 M. L King Way South, Seet0e, Washington 0811 USA WOE W2F6e130e4 • W Ae0 I of Agency Free: a roe: Awns:Mad monitory W ouorosenau.com cONSTRUC 1ON INSPECTION REPORT moot. Does Not Conform Do's Conform to rasped OTTO ROSENAU ASSOCsS PAGE 01 Permit Number: Job Number: Ars:M En . Meer: Remarks spa. At top • we' e, its 03 bar Is Reviewed by: D01.001 01470 Dow Fletcher a lee. Poa . r Design Group Thla report applies only to the Items tested or reported and Is the rocotua&vs property or Otto Roeenau a Associates, Inc. Szoept In full. without written permission horns our him 4 *lofty prohibited. Pie' 1 of I 6747 Met_ King Wry 8., SeettA, Washington 55115 - Phone (ZOO) 725.4800 or 1 OTrO+U8 Fez (200) 725-2221 Form No.: F-104 Revised 07/21/O2 are Rest** only for swlmmtng pool and spa. Reeteel set as per plane. inspector should double oheok olearenoss day of pour. RECE ED 2 o 2002 BUILDING DEPARTMENT Reprnduotlon of this won, x Owner x Contractor x Architect x Building Dept. x Engineer Inspected the resteel and placement at Job Number: 01-479 f Report Number: ) 001 1 Permit Number: D0f091 Test Date Project: Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun City Way Area (Sg.in.) , 5.94 Engineer: Poggemeyer Design Group Contractor. Axiom Construction Client 112 Hotel LLC Date: 6-6 -02 Inspector: Dusty Johnston Inspected the resteel and placement at in swimming pool and hot tub. Height of lift: X Resteel is grade I 60 [ , as specified, from Birmin _ ham Placement Data Batch Weiihts Supplier: Stoneway 7530 Cement (type /lbs.): I /II 705# Fine (lbs.): 1890# Coarse size /Ibs.): 3/8' — 910# Water (lbs. /gal): 300 Admixtures (specify) AIR 5oz Mix Number. Total Yards Placed: 68 Placed pneumatically: Yes Coarse (size/lbs.): Fly Ash (lbs.): 30 W/C Ratio: Specified Strength (psi): 4000 Sample Data (UBC 1924/DCLU Directors Rule 35 -96) Yards Slump 2' Shotcrete Temp 63' Ambient Temp 55' Truck No. 424 Ticket No. 205730 Cast Cores: 2 #1 30 Cast Cores: 2 #2 68 2' 65' 65' 433 256047 Position of panel when shot Vertical Testing performed perpendicular to panel. Weather. Indoors Nozzlers: Kevin Jo ner Blow Pi .e 0. erators: E • ui • ment Used: Reed Date Samples Picked Up: 6 -7 -02 Comments Specimen Number Test Date Field Cure Age _ (Days 7 Size (In.) 2.75x5.5 Area (Sg.in.) , 5.94 Weight 2.54# Max Load (Lbs.) 34,400 Strength (psi) 5790 Tested in general accordance with 1 6 -13 -02 ASTM C1140 X 2 6 -13 -02 7 2.75x5.5 5.94 2.64# 36,210 6100 5 6 -13 -02 7 2.75x5.5 5.94 2.62# 24,930 4200 6 6 -13 -02 7 2.75x5.5 5.94 2.53# 24,100 4060 Conforms Does Not Conform OTTO ROSENAU &ASSOGiATTNC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com Copies to: Form No.: T -108 Revised: 02101 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. SHOTCRETE REPORT TEST RESULTS Reviewed by: Page 1 of 1 Conforms x I Does Not Conform 20 May 2002 City of Tukwila Building Division 6300 Southcentcr Blvd. Tukwila, Washington 98188 Project: Comfort Suites Permit Number: 001 -091 Address: 7200 Fun City Way Job Number: 01-479 We state that the work requiring special inspection was, to the best of our knowledge. in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to the contents of our handwritten reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected arc: Sincerely, OTTO ROSENAU & ASSOCIATES, INC. .1.a4fc J&annc L. Parvin JLP /jp 1. Augercast piles 2. Reinforcing steel including embeds 3. Reinforced concrete including post - tensioned concrete 4. Post - tensioning 5. Epoxy grouting (dowels, all - threads, holdowns) 6. Grout under column bases 7. Structural steel fabrication/ultrasonic testing 8. Structural steel erection — welds & bolts 9. Expansion anchor bolt installation cc: H2 Hotel LLC Axiom Construction 0) (0 ROSENAU & ASSJC INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www ottorosenau.com tY � 00 0 Na Cr) Lij 0 wj N 8O U O O - O t- WW gi 2 U N o � Z Job Number. I 01-479 I Report Number. I 015 I Permit Number. 001 -091 x Contractor Project: Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun City Way Tukwila Building Dept. Engineer. Poggemeyer Contractor. Axiom Client H2 Hotel LLC Date: 20 March 2002 Inspector. R. Bogle 3 -27 -02 Inspected the resteel and placement at I slab on grade at lines J to J.5 and between lines 10 to 11. Rebar as per plan. 7 Resteel is • rade 60 as specified, from Cascade Mills. Placement Data Batch Wei3hts W/C Ratio: Supplier Miles Cement (sack/type/lbs.): I /Il 460# Mix Number. 06400F Fine Agg. (lbs.): 1400# Coarse Agg. (size/lbs.): 1860# 7/8" Admixtures (specify) 1% Polyheed Max Slump Allowed: 5' Total Yards Placed: 2 Coarse Agg. (size/lbs.): 29.30# Placed Via: Chute Coarse Agg. (size /lbs.): ASTM C 78 Vibrated: Yes Fly Ash (lbs.): 160# Water (lbs. /dal): 88 4 -17 -02 S . = itied Stren • h (psi): 4000 28 Sampling and Casting of Samples ASTM C 17; C 31 Cubic Yards 2 Slump C 143 5" Air % C 231 - Conc. Temp C 1084 62 °F Ambient Temp 40 °F Truck No. 066 Ticket No. 428026 Cast Samples: 1-4 Cast Sam • les: Cast Sam • les: Compressive X Weather: I Overcast Slum • Ran e: 4 " -5" Date Samples Picked Up: r 3 -21 -02 Comments Other ASTM Methods Used: I Conforms x Does Not Conform fl x Owner x Contractor x Architect x Building Dept. x Engineer 1 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) l Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 3 -27 -02 7 6x12 28.13 29.13# 129,770 4610 ASTM C 39 X 2 4 -17-02 28 6x12 28.30 29.30# 156,580 5530 ASTM C 78 3 4 -17 -02 28 6x12 28.30 29.13# 157,260 5560 ASTM C 109 4* Compressive X Flexural (x Does Not Conform _ r Conforms *Discarded Conies to: ✓�Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testrng r p_.) 6747 M. L King Way South, Seattle, Washington 98118 -3210 USA . Tel: (206) 725-4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723-/21 r ' i �; WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: wwW.ottorth enaiieom CONCRETE REPORT TEST RESULTS Reviewed by: C.. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Form No.: F -102 Revised: 02/01 Sent By: Steven Elkins Architects; 4258899174; Mar -15 -02 12:33PM; Page 1/1 0 ME smart Architect 4165173 Lane SE, 001, Benev.'e, Washington 98005 Work: (425) 26041969, Fax: (425) 37&0967, Email: dadeaign1@bonte.om Axiom Construction Mm: Jackson Buck Subject: Pressure Treated Wood at Pool Roof March 15, 2002 Jackson, Please be advised the roof framing at the Pool area is not required to be pressure treated provided a vapor barrier is installed at the interior side of the framing. Please contact me if you have any further questions. Sincerely, Dale Sweeney Architect of Record 36 /`k 0" LV VC '� JVr POGGEMEYER TO: Mr. Jackson Buck CONPANT i Axiom FAX Man : 425 204 0156 PHONE NUNDIR: 425 204 0152 RED Stud Spacing South side between Grids 7 and 19 ® URORRT ❑ /OR RRVIIIM OAS RtQUt *rto ❑ volt YOUR IIYORwrrIOu ❑ PLUA3E REPLY Mr. Buck Per our review, the stud spacing is to be at 16' o.c. between grids 7 and 19 on the south side of the building. As requested, the bearing wall revisions are attached. If you have any questions please do not hesitate to call. Regards, Jason Hill, Pro)ect Engineer oat. p-it' �tx Note 767, Co iO•R• � � t 1 FACSIMIL! NORTH r11on Jason Hill GATE: TOTAL 17O. Or PACES INCLUDING COVEN! 1 P00 J02 170. r 00095 Yotm ao0 170.: 312 SIXTH STREET SOUTH, SUITE 202 EIRELAND, MA 98033 PHONE: 425 -827 -5895 TAX: 42S- 82S -48S0 EMAIL: pdg- wa$poggaaaayar.00m i txP1R: s OCTOBER 24th WALL TYPE LEVEL STUDS & SPACING EXTERIOR EAST k WEST ENDS BETWEEN GRIDS A & J 4 _ 3 2x6 HF FIRE TREATED STUD GRADE AT 16" O.C. 3 2x6 HF FIRE TREATED STUD GRADE AT 12" O.C. 2 2x6 HF FIRE TREATED STUD GRADE AT 8" 0.C. ► OUTH SIDE BETWEEN GRIDS 7 &19 4 - f 2x6 HF FIRE TREATED STUD GRADE AT l 6' O.C. • I UTH SIDE BETWEEN' GRIDS 1 -7, 19-26,, ORTH SIDE BETWEEN GRIDS 1-26 4-2 2x6 HF FIRE TREATED STUD GRADE AT 16" O.C. f 2x6 HF FIRE TREATED STUD GRADE AT 12" G.C. INTERIOR CORRIDOR 4-3 2x4 HF STUD GRADE AT -t, C. 2 2x4e HF STUD GRADE AT .K 1 2x4' HF STUD GRADE L ATSI O.C. INTERIOR PARTY WALL DOUBLE SIDE PLY plutAbn Alt- 4_3 2x4 HF STUD GRADE AT 24" O.C. STAGGERED ON 2X6 PLATE 2 2x4 HF STUD GRADE AT 16" Q.C. STAGGERED ON 2X6 PLATE 1 2x4 HF STUD GRADE AT 12" O.C. STAGGERED ON 2X6 PLATE 0. BO 0 WIRES OCTOBER 24 O BEARING WALL STUD SCHEDULE REFER TO SHEAR WALL SCHEDULE FOR 3X REQUIREMENTS NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. w 1 0 -t r N a '.., ci 0 r li t , P DE SIGN GROUP CO3& 1 NCl •.NaueeIs 512 Sbel Mid SOuth. Suite 202 • Kkkteind WA 90033 Vii Si 112749ls • Fait t42,) a20 4eso FkaA ,v.ili 1. 1 1 1 N-%01-I S. 7416 3 11: / /1u:;; ENO. r 1 . a . 7 • . ' • I t NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. W04.. FkaA ,v.ili 0' cftEt-lati. AMI.P3A ' . 7.A.Coc...Y.‘.•li-0 "TeoP pt_fir I 7:Am pum N-%01-I S. 7416 3 11: . m , A 4 t4 • Ts. OA Rai\ ote_sak. l aa s47 gat. . ?R vereo)._ WO A' r40. C. AJAM.) tux.K 2 ,v-o i i . F. NA 0.13 . 14 NW; . IDI) AT wg.5 F A 7 .252. e_ zQ !6,8 AT 43 �1 . , ,, o v t, IR. NA (to 70 fit,. . go, AT 4" Xt. 4-56P .47 .1 If a. 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Jan 23 02 04:19p P IN 42520 56 p.2 L\ a ' • 4i• • 0 • Z - e. -/G.f: 5/ Tb (E) co" L.c26.7.. % ;'f RECEW D 2002 BUILDING 0 EPA ATM E NT ,.,t■i. uj. lel• Axiom Cole rettioa Att: lobo Berk Sabjoct Proustwo Treated Wood at Pool Roof Match 13, 2002 lobos, Plass WOW t is if yolk have toy Esther questions. i PL- ov / - A►ft 41i311$' Ian St, MI, W+as, Wasrialise NNS Wow (425) 2040 0, Far (425) 37240%7, Lath aadsstpl Plow b* WNW dui motAwning at the Pool sew is not required to be pressers sr.44 provided a vapot bonier is Walled at the blade. side of the Swains. REC B LLAA DEP . RTMENY x Owner x Contractor x Architect x Building Dept. x Engineer _ X Inspected the resteel and placement at Job Number. I 01-479 Report Number. 014 Permit Number. 1 Test Date Project Comfort Suites Architect Dow Fletcher & Associates ;00I -M Address: 7200 Fun City Way Tukwila Engineer. Poggemeyer - 1 Client H2 Hotel LLC Contractor. Axiom Date: 2 -18 -02 Inspector Craig R. Bechtold _ X Inspected the resteel and placement at East end stairs, added pool stern walls (NE corner and Shower area) 3 plinths W, N , and E for structural steel columns. 2 Resteel is grade I 60 l , as specified, from B, C Placement Data Batch Weijhts W/C Ratio: Supplier. Miles Cement (sack/type/Ibs.): I /II 551 Mix Number. 07400 Fine Agg. (lbs.): 1612 Admixtures (specify) Max Slump Mowed: Coarse Agg. (size/lbs.): 3/8' 3316 Poly- 33.2oz Total Yards Placed: 10 Coarse Agg. (size /lbs.): 28.18 Placed Via: Pum • Coarse A• •. size/lbs. • 5170 Vibrated: Yes Fly Ash (lbs.): 4 • Specified Strength (psi): 3000 Water (Ibs. /gal): 23 gal Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1084 Ambient Temp Truck No. Ticket No. Cast Samples: 1-4 10 4 - 68 44 051 425291 Cast Samples: Cast Samples: Flexural Weather: I Drizzle Slump Range: 14' Date Sam • les Picked U•: 2 -19-02 Comments Other ASTM Methods Used: Conforms x Does Not Conform Specimen Number Test Date Field Cure Age (Days) 7 Size (In.) 6x12 Area (Sg.ln.) 28.33 Weight 27.59# Max Load (Lbs.) 116,060 Strength (psi) 4100 Tested in general accordance with ASTM C 39 _ X 1 2 -25 -02 2 3 -18 -02 28 6x12 28.18 27.68# 144,560 5130 ASTM C 78 3 3 -18-02 28 6x12 28.18 27.48# 145,700 5170 ASTM C 109 4 • Compressive X Flexural 1 Conforms ) x Does Not Conform ''Discarded Copies to: OTTO ROSENAU & ASSOCIATES, A Geotechnicai Engineering, Construction Inspection & Materials Testing it 6747 M. L King Way South, Seattle, Washington 98118 -3216 USA " / Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) ° 723 -2221 - - W ,. Y BE W A2LA 2F5913684 • WABO Registered Agency • A2 Accredited Laboratory • Website: www.ottdrriieri i!ctdnl l rte 1 CONCRETE REPORT ST RESULTS Reviewed by: „1.74 ,Vae-n-4' This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. IGng Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888- OTTO-4-US - Fax (206) 723 - 2221 Form No.: F -102 Revised: 02/01 3 -28 -2002 S:23PM ' MEMO Mr. Buck: Grid 23 South side of corridor: North side of corridor: QaZf South side of corridor: North side of corridor: Grid 1f1 South side of corridor: North side of corridor: Grid 17 North side of corridor: grid South side of corridor: South side of corridor: North side of corridor: Dia l South side of corridor: North side of corridor: FROM POGGEI. €YER "DESIGN 4258284850 To. Mr. Jackson Buck, Axiom Construction From: Jason Hill, P.E. CC: Date: 03/28/02 RE: Plumbino Walls utilize "Detail utilize "Detail utilize "Detail utilize "Detail utilize "Detail utilize "Detail A' on both sides of the bearing wall. A" on both sides of the bearing wall 8" on both side of the bearing wall. A" on both sides of the bearing wall. A" on both sides of the bearing wail. A" on both sides of the bearing wall. utilize "Detail C" as shown each side of bearing wall. utilize `Detail A" on west side of bearing wall only. utilize "Detail D" on east side of bearing wall only. utilize "Detail A" on both sides of the bearing wall. utilize "Detail A" on both sides of bearing wall. utilize 'Detail E" on both sides of wall. if you have any questions please do not hesitate to call. A P.7 AD POGGEMEYER DESIGN GROUP • CONSULTING ENGINF.ERS • • .. • , POGGEMEYER DESIGN GROUP f,QN'J;.rrsJ( (ryf:MV .! $ 512 Sixth Stravt South. Suite 202 • Kirkland. WA 98033 (425) 827-5995 • Fax (425) 328-4850 Wade by `' L ^� 9,r ` 5 / "- h 2 J4C h0. CrCP Chttkca Dy r7jI• Stott No l7escmpsn J) 7,4j /� !� Job NOM 7 _ C. f a w(, ■zr ,�),. T��' -,. 3 -28 -2002 S:24PM FROM POGGEMEYER "DESIGN 42S828d8S0 G41040 •F +Vi4DE 71qU FLR i ' // v 21 M TO l0" of. 2.X CZ P. 9 •^��� POGGEMEYER DESIGN GROUP GONSthY,NG FNG++EEAS 5 Stxtn Slttet SOLO,. Suite 202 • K,t Mar ttJ. WA 98033 (425) 827.5995 • Cm/425)1128.4850 mule Oy 1 L % i U.M , G31 i-t'�tb"L lob NA r !"XX?-t Checked by Oats Sheet No °^yr �� ��14 -�,, ; S lam 'a lob Norm 3 -2B -2002 S:2dPM FROM POGGEMEYER "DESIGN 42S82848S0 iO e 0.4 ►a''a NEW n I s 1A - �Ix j ' Y I (Li) ! .04 s litt9p215x 5 t iE r 01.?. z, ,X 12_ TN d N�1AiC��C ;*i4 X .\ L,'/ L. 0C 2r , t9P **-0 IUr F . a P. 8 'AYR ES O0T08ER 24 POGGEMEYER DESIGN GROUP CG4SUIJING ENGINEERS 512 Sixth Street South. Su'te 202 a I WA 98033 (425 > 827-5995 • 147.5) 82E1-4850 Mode Cy Pau. QS; Z?. Jz Joo No. ;DDO Checteo by Cate " sheet Nu �scuonon — 1Th .rA 1 All) 'Warne 1 ' 3 -28 -2002 S :25PM FROM POGGEMEYER ^DESIGN 4258284850 S OCTOBER 24 01/ r _ J IONS /.)2 N11). C t c) al' W 0 c �1 �5 TO 10 ({� rosz. P. 10 POGGEMEYER DESIGN GROUP COWL/VINO ENGINEERS S12 Sixth Srrvvr Scxnh. Saint 202 • K.rkLir d. WA 98033 0251827.5995 • Fax 14251 828. 850 nude by L � 3 ' ? !� Jut) N 5 Checked by OM !MOP! No DEKniitKn Job N�mc :_.,ivy , ro 1r ; r ; G ., . 3 -28 -2002 5:2SDM FROM DOGGED €YER "DESIGN 4258284850 i . eXP, . s OCTOOER 24 •D J /, V SG 1 rc\ x 1 -7 /b s LA/L, iow. s!rAk ..AZ \) L 2. [may 1.2 D. 1 1 oer�i by. Level' March 13, 2002 Jackson, S incerely, WE MEW Architect 4165 17E lase SE, 8381, Bellevue, Waakigtas 95008 Work (425) 260 -S%9, Fax: (425) 378 -0967, Ewan: thdesignIghonse.esui Axiom Construction Ann: Jackson Buck Subject: Insulation at Duct at Pool Roof of the Tukwila Comfort Suites As per ow phone conversation conoerning the insulation at the duct above the Pool roof, R -19 insulation below the duct chase at the underside of the roof deck and wrapping the duos with insulation is an acceptable substitute for the insulation within the extetior wall at the perimeter of the Pool area. Please contact me if you have any tiarther questions. Dale Sweetly Architect of Record From: 2064675840 To: 425-917-9519 Page: 1/1 Ptsign rotorivc /414,13 Ccrtirint. &IA iostration Exterior Re arch Design, L.L.C. Building Science & Building Envelope Consultants To: Steve Calash Fax 425-844-1896 — Urgent For Review Following is a transcribed message form UL: Jacqule Brown Exterior Research & Design 206-467-0054 x 105 Pages: I Date: 8/16/2001 1218:16 PM ClainOffra 2412 Seventh Ave West Suite 101 Seatde, WA 98119 (206) 467-0054 voice (206) 467-5840 fax itttrawww.ecdesign. corn Date: 08.15.01 From: Jacquie Brown for Wei Lam CC: Shane Huish Re: Comfort Suties Tukwila– EIFS fire rating Lams= 600 West Nickerson Seattle, WA 98119 Please Comment Please Reply (12:59 PM, Wednesday, August IS, 2001) Lonnie called from UL re the EIFS question you had on your 1-hour wall assembly U356. She spoke with the fire resistance group leader and he said that It was fine from a protection standpoint Also since this is exposed to the interior face that 2" thkkness would not affect the rating so he said that it was OK to go ahead and do this. This fax was sent with GFrs FAXmaker FAX Server - For more information, visit http://www.gficorn KWh Accredltzion T1.1 PIP Collned RECEIVED CITY OF TUKWILA AUG 2 1 2001 PERMIT CENTER DALE SWEENEY Architect 4165 178 Lane SE, #301, Bellevue, Washington 98008 Work: (425) 641 -9559, Fax: (425) 378 -D94! Email: dsdesignl@home.com Tukwila Building Department Attention: Ken Nelson 6300 South Center Blvd., Suite #100 Tukwila, Washington 98188 -2544 Subject: Tukwila Comfort Suites, Permit #D01091-7/20 And Required wall rating for exterior bearing walls. September 12, 2001 Dear Mr. Nelson, I would like to address the issue of the required rating for the exterior bearing walls at the A -3 occupancies for the Tukwila Comfort Suites. Table 5A in the Uniform Building Code indicates exterior bearing walls at A -3 occupancies in a Type Ill I -hour construction building are to be rated as a 4 -hour wall. As we discussed on the phone yesterday, you indicated you would accept the exterior walls at the A -3 occupancies (the Meeting Room and Continental Breakfast Room) as they are currently noted on the plans, which is a 2 -hour rating with no further mitigation required. If you are in agreement with this understanding, please sign below. 4.1• bje� 1�- ( pr-, Ili rr (6 2- 110■+t- wtAl y ?cc' `t cleft no 14.4. i c Go l 'provi 5; a,•%5 40 t S lo 2-‘not.tr 'Croy, 4k now,; A, 4 — tip kr wing Thank you for your quick response. Sincerely, eL° Dale Sweeney Architect of Record V .),AAA,AL . Signature ctiect ► �1�' i; ) :lip B wl 11.1 r1 y 1>N1 ow. ck1,0..4.. 2.-(r1oH1- a ` er'io et5 cd - l''vz R AG (�e`}ttr V t, c i f 0 , Date Wu.Jk5 a4- foov'w5 PECENED err, OF TUKWILA SEp PERMIT CENTER TRANSMISSION RESULT REPORT (SEP 20 '01 02 :14PM) TUKWILt- DCD /PW (AUTO) THE FOLLOWING FILE(S) ERASED FILE FILE TYPE OPTION TEL NO. PAGE RESULT 087 TRANSMISSION 9*- 4253780987 02 OK ERRORS 1) HANG UP OR LINE FAIL 2) BUSY 3) NO ANSWER 4) NO FACSIMILE CONNECTION OK c4t , -j re -# or ot_ a OW Cowtoas (07 (cNCULTA kTr . V - )12Orce)E - A - 1DiFfrelaE k i r PET Fb Ac FE kV 1 J C, THE k flE AT I Q6- • mop( P E-D • (FS 5TEM -- A- T u Lo (C)ULD 1C7LEACE (E csc- "De TAR- D SET Tb AA J "CIA You a CoM0E • IF u IA Q E A E \ve o 12. t_AAA A r 2CCo• crs GA 0-F-0?:1 So 7E5 /rA-A,A) za ScE 0 EN r‘c CITY OF TUKWILA AUG 2 0 2001 PERMIT CENTER Permit No: 001 -091 Status: ISSUED Site Address: 7200 FUN CENTER WY Location: 3 TOTAL WATER METER FEES: $2,300.00 PUBLIC WORKS ENGINEER APPROVAL: LJM WATER METER SUPPLEMENT DEVELOPMENT PERMIT WATER METER A Applied Date: 03/28/2001 Issued Date: 07/20/2001 WATER METER B WATER METER C Water Meter Type: PERM DED Water Meter Size: 3.00 1.00 .00 Quantity: 1 1 Work Order No: 5108A Connection Fees: $900.00 $.00 $.0o Install Deposit: $1,350.00 $.00 $.00 Add'l Install Deposit: $.00 $.00 $ 00 Plan Review Fee: $10.00 $.00 $.00 Inspection Fee: $15.00 $.00 $.00 Water Turn On Fee: $25.00 $,00 $.00 Special Assessment: $.00 $.00 $.00 Other Fee: .00 .00 $.00 • x Owner x Contractor x Architect x Building Dept. x Engineer Client: H2 Hotel LLC Contractor Axiom Job Number: l 01-479 Report Number. I 015 I Permit Number: 001 -091 Test Date Field Cure Age (Days) Project Comfort Suites Architect Dow Fletcher & Associates We ht Address: 7200 Fun City Way Tukwila Engineer. Poggemeyer Tested in general accordance with Client: H2 Hotel LLC Contractor Axiom 3 -27 -02 Date: 20 March 2002 Inspector. R. Bogle , 6x12 - 28.13 29.13# Inspected the resteel and • lacement at slab on • rade at lines J to J.5 and between lines 10 to 11. Rebar as per plan. 4610 ASTM C 39 X Resteel is grade 60 , as specified, from Cascade Mills. Placement Data Batch Wei;hts WIC Ratio: Supplier. Miles Cemenijsack/type/lbs.): I /II 460# Mix Number. 06400F Fine A! !. lbs. : 1400# Admixtures s • - i Max Slump Allowed: 5" Coarse Agg. (size/lbs.): 1860# 7/8' Coarse Agg. (size/Ibs.): 1% Polyheed Total Yards Placed: 2 Placed Via: Chute Coarse Agg. (size/lbs.): ASTM C 109 i Vibrated: Yes Fly Ash (lbs.): 160# Specified Strength (psi): 4000 Water (lbs. /gal): Slump C 143 88 Air % C 231 Conc. Temp C 1084 Ambient Temp Truck No. Ticket No. Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Cast Samples: 1-4 2 5" - 62 °F 40 °F 066 428026 Cast Samples: Flexural Cast Samples: L Conforms Does Not Conform Weather: L Overcast Slump Range: ) 4'•5' Up : 3 -21 -02 Date Samples Picked Comments Other ASTM Methods Used: ( 1 Conforms x Does Not Conform I Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) We ht Max Load (Lbsj Strength (psi) Tested in general accordance with 1 3 -27 -02 7 , 6x12 - 28.13 29.13# 129,770 4610 ASTM C 39 X _ ASTM C 78 ASTM C 109 Compressive X Flexural L Conforms Does Not Conform Copies to: OT) 0 ROSENAU ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materialg E i V E 0 6747 M. L King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 - – 2 002 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau CONCRETE REPORT COMMUNITY 1E' /F)_OPMEN TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723.2221 Form No.: F -102 Revised: 02/01 :- $ MEMO To. Mr. Jackson Buck From: Jason Hi, P.E. CC: Date: 03/28/02 Ditd2012A0tatlitsutelligiidule Mr. [tuck: Por eny conversation on Thursday, March 28, 2002 with Bob of Me construction he asked W the A35F on the shear wan schedule were necessary with regard to detail 24/312. Given that detail depicts shear flow with nailing from the roof into blocking and blocking to sheathing, A35F can be exckided where detail 24/312 applies on Grid K. Data 24/312 is attached for reference. Also attethed Is our stamped response to RFI 78 dated 11/14/01. If you have any questions please do not hesitate to oil. Aeon HI P.E. Project lihvgarrer Powwow Design Gimp, Inc lob No. 00093 • t 1111.44. rji POGGEMEYER I DESIGN GROUP CONSULTING ENGINEERS expeti ° ti T 11f; FAT ••••••• • • • , . 41.41111 ,r .ta 1.,14 • • .4 (4)44 fatYpi rT afst)(b6.' 5X6e • POGGEMEYER DESIGN G. JP copmummwasies 512 Ugh Street Muth. Site 202 • Kirklano.WA 98033 (425) 827.5995 • Fax 142518284850 < • • eanmaCCII011118% #1::1 •••••••■ ••■•■••••••....." ...".""j c:necrea Dy Mnpoor 2 7/1 44, • i jc* P40 t t ' Sneet No • 3 r 3t:, 4 enk i ell' " Ea ..„, c3 i 1 1 - DEP /4,;:* H p. 3-28-2002 S :22Pm POGGEMEYER DESIGN .O(JP COMPUN0 DMUS 512 Si YAM S��. swam • Wand. VA 98033 1425) $774495 • Pig tosi e2$-4e5o 2->t 7-3 .j.. AL.A.A/e-e_ iimi?, 24 %1Z FROM POGGEWEYER"DESIGN 42582848.50 P. a .. 1(1 61, " • • - . ..... 1.A "" CAt-01 ps. hi • '''•1111? 19/32 APA SHEATHING W/ PLY CUPS 2x6 81KG SIMPSON H2.5 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN This NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. RPM/ 0CTOS be , 3/2 31011 Sant • • • ••••••••• • • • cousrm/t6 u " rn 9 4446"o.c r • TUF 111 seclit • I L.T719 NAILs • e its/ fairstoom iff7yti s • • " / . ••-• • ' •-%,= /0/SwL.A7 oN • ' • ' • • , purdah A 16' r-OR 02) 46 8 idOoD cfir.4.(1.7S. Zee-7740y . 3c.41•46-4 • z z 6 C.) 00 U) COW W w 0 2 g u_ (f) w 3. 2 9 D 0 c.) O ( -1 O p- uj Z • ( 1 0 4 Att Wert 4165 re tare SZ, Wasibieps ANN Weds (425) 2664069, For (425) 37641/67, Ledh daia*. IG)ioeeepoe Axiom Cowslmetiaa Attu; Imam Ds& Subject; Press Treated Wood M Pool Roof 4 3 Mardi 13 2002 Mimeo, Phew beirivield dm root franks at lobe Pool area is sot required to be pressure Ingrid provided a vapor tether is iataided at the Interior ode of die *arsine. 1 1 Plasm MOM me Ilya have say father goestions. Simesky, From: 2064675840 To: 425 -917 -9519 Page: 115 Date. 8/15/2001 2:3559 PM Exterior Kec St Design, L.L.C. Building Science & Building Envelope Consultants r?ve , ! c3 ng is Wins CoinA ct .lC -irnztreioa To: Steve Galash Pages: 4 From: Wei Lam Re: Comments: Steve, I will confirm this information as quickly as possible. Thanks, Wei Lam Exterior Research & Design, LLC 206 - 467.0054 x 103 CC: MahLQftr; laboratory: 2412 Seventh Ave West 600 West Nickerson Suite 101 Seattle. WA 98119 Seattle, WA 98119 (206) 467 -0054 voice (206) 467-5840 fax http://www.exdasign.com Fax: 425 - 8441896 Date: 08.15.01 Shane Huish Accreditation 111,9 Urgent x__ For Review Please Comment Please Reply Pursuant to our telephone conversation this morning I am enclosing a detail for the EIFS assembly. I have also included the UL listing information for your review. Currently I am waiting for a response from both UL and Dryvit regarding the assembly that we have proposed. The concern I have is that we will want to use a 2" foamed plastic assembly to achieve the reveals. This is not specifically addressed in the UL listing that Is attached. I hope to hear back from both of these parties by days end. In any event, I would assume the only change that would need to be made to the detail would be the addition of %" exterior gypsum sheathing. cersited RECENED cm' OF TUKWILA AUG 2 0 2001 This fax was sent with GFI's FAXmaker FAX Server - For more information, visit http: //www.gfi.com CENTER I DRAWN BY: Y L From: 2064675840 To: 425 -917 -9519 Page: 2/5 Date: 8/15/2001 2:35:59 PM Wr .:F . cGt• Gt 1e 1 �-- :. is A EXTERIOR RESEARCH & DESIGN, LLC. 2412 SEVENTH AVENUE WEST, SUITE 101 SEATTLE, WA 98119 -2513 PHONE: 206.467.0054 FAX: 206.467.5840 • ., IS This fax was sent with GFI's FAXmaker FAX 2" R440511G. w/ Lit. t'tiat V> w MINS 7116 / v._It-it,•64.-r141--4 s tt WXU V. U3s6 • 15' • PROJECT: e0ti, - 1 - r u- -MICAA TITLE: �• t; W�� ft� 'Y LT " TITLE: 4=30; GZ Server - For more information visit http://www.gfi.com RECEIVED 0ITY OF TUKWILA AUG 2.0 2001 From: 2064675840 To: 425- 917 -9519 Page: 4/5 Date: 8/15/2001 2:3600 PM 3- Joints and Nailheads (Not Shown) — Wallboard joints covered with tape and joint compound. Nail heads covered with joint compound. 4. Batts and Blankets* Mineral fiber or glass fiber insulation, 3 -1/2 in. thick, pressure fit to fill wall cavities between studs and plates. Mineral fiber insulation to be unfaced and to have a min density of 3 pcf. Glass fiber insulation to be faced with alumium foil or kraft paper and to have a min density of 0.9 pcf (min R -13 thermal insulation rating). See Batts and Blankets (BKNV) Category in the Building Materials Directory and Batts and Blankets (BZJZ) Category in the Fire Resistance Directory for names of Classified Companies. 4A. Fiber, Sprayed* As an alternate to Batts and Blankets (Item 4) -- Spray applied cellulose insulation material. The fiber is applied with water to completely fill the enclosed cavity in accordance with the application instructions supplied with the product. Nominal dry density of 3.0 lb/f1 U S GREENFIBER I. I. C --- Cocoon stabilized cellulose insulation. 5. Wood Structural Panel Sheathing Min 7/16 in. thick, 4 ft wide wood structural panels, min grade "C -D" or "Sheathing" . Installed with long dimension of sheet (strength axis) or face grain of plywood parallel with or perpendicular to studs. Vertical joints centered on studs. Horizontal joints backed with nom 2 by 4 in. wood blocking. Attached to studs on exterior side of wall with 6d cement coated box nails spaced 6 in. OC at perimeter of panels and 12 in. OC along interior studs. 6. Exterior Facings Installed in accordance with the manufactures installation instructions. One of the following exterior facings is to be applied over the sheathing: A. Vinyl Siding — Molded Plastic* Contoured rigid vinyl siding having a flame spread value of 20 or less. See Molded Plastic (BTAT) category in the Building Materials Directory for names of manufacturers. B. Particle Board Siding l lardboard exterior sidings including patterned panel or lap siding. C. Wood Structural Panel or Lap Siding APA Rated Siding, Exterior, plywood, OSB or composite panels with veneer faces and structural wood core, per PS 1 or APA Standard PRP -108, including textured, rough sawn, medium density overlay, brushed, grooved and lap siding. D. Cementitious Stucco Portland cement or synthetic stucco systems with self - furring metal lath or adhesive base coat. Thickness from 3/8 to 3/4 in., depending on system. E. Brick Veneer Any type on nom 4 in. wide brick veneer. /T IT . +761Rrnhi41=1(174110414R" n foir1 =1 f17Z74I R74 ,Qivercinn= vercinnleccknarpnt ir1 =1 f171 OR/15 nom This fax was sent with GFI's FAXmaker FAX Server - For more information, visit http: //www.gfi.com NSIE4 Pi ICEIVED 8ITY OF TUKWILA AUG 2 U 2001 MiT CENTER W(rkmq for Satµ' world CUSTOMERS Page Bottom Guide Information From: 2064675840 To: 425 -917 -9519 Page: 3(5 Date 8/15/2001 2:35.59 PM Notice of Disclaimer Design No. U356 May 03, 2001 (Exposed to Fire on Interior Face Only) Bearing Wall Rating --1 Hr Finish Rating -- 23 Min HORIZONTAL SECTION pEct1At nS :. Cpl /S!JM I7S RETA'ttRS BXUV.U356 Fire Resistance Ratings - ANSUUL 263 Fire Resistance Ratings - ANSUUL 263 1. Wood Studs Nom 2 by 4 in. spaced 16 in. OC with two 2 by 4 in. top and one 2 by 4 in. bottom plates. Studs laterally- braced by wood structural panel sheathing (Item 5) and effectively fire stopped at top and bottom of wall. 2. Gypsum Board* Any Classified 5/8 in. thick, 4 ft wide, applied vertically and nailed to studs and bearing plates 7 in. OC with 6d cement- coated nails, 1 -7/8 in. long with 1/4 in. diam head. See Gypsum Board (CKNX) Category for names of Classified Companies. PERMIT CENTER /1 11 . +161Rrnhiii1 =1(174111141 al& efniri =1(1717d 1 R7dRrvvrcinn- varcinnlPCCXinarPnt ir1= 1(171U(1R /1 Sf7nn1 This fax was sent with GFrs FAXmaker FAX Server - For more information, visit http: //www.gfi.com RECEIVED orr? OPI TUKWIU■ AUG 2 0 2001 x Owner x Contractor x Architect x Building Dept. x Engineer Report Number. 022 Inspection(s) Performed: Kwik bolts, epoxy Project: Address: Client: Contractor: Inspector and Date Cooles to: OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com CONSTRUCTION INSPECTION REPORT Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom Conforms Permit Number: Job Number: Architect: Engineer: Remarks 2 -8-02 detail 8/S9, all bolts minimum 3 W deep with Hilti' /4" diameter bolts. Reviewed by: Dow Fletcher & Assoc. Poggemeyer Design Group D. Reid Kwik bolts installed at bearing walls interior and exterior as needed per RFI dated 2 -8 -02 (see attached) and This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report. except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 -- Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: F -104 Revised: 02/13/02 X Owner X Contractor X Architect X Building Dept. X Engineer Inspected the resteel and placement at I West stair treads and landings Job Number: I 01-479 I Report Number. j 013 Permit Number. ) j D01.091 Test Date Project Comfort Suites Architect Address: 7200 Fun Center Way Engineer. Client Contractor. Axiom Date: 01/282002 Inspector: Jeff Rabe Inspected the resteel and placement at I West stair treads and landings Also inspected expansion bolt installation at bottom of east and west stairs Resteel is grade I 60 j , as specified, from B Placement Data Batch Wei_ Ms Supplier Miles Cement (sack/type/lbs.): I /II 550 Sand (lbs.): 1540 Aggregate (size/lbs.): 1700 Aggregate (size/lbs.): W/C Ratio: Admixtures (specify) Mb polyheed fibermesh Mix Number. 07400 Max Slump Allowed: 5 Total Yards Placed: 10 Placed Via: Line pump Aggregate (size/lbs.): Vibrated: Yes Fly Ash (lbs.): Water (lbs. /jai): 310 Required psi (Pc): 4000 Sampling and Casting of Samples (ASTM C 172. 31/C 192) Yards 10 Slump C 143 4 Air % C 231 nit Conc. Temp C 1064 63 Ambient Temp 33 Truck No. 052 Ticket No. 422475 Cast Samples: 1-4 Cast Samples: ASTM C 109/109M Cast Samples: Weather I Cold, partly cloudy Slump Range: j 4 -5 Date Sam • les Picked U.' 1 -29-02 Comments Contractors to tent and heat area Specimen Number Test Date Field Cure Age ( Days) Size (in.) Area (Sg.in.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 _ 2-4 -02 7 4x8 12.57 8.40# 56,220 4470 ASTM C39 X _ ASTM C 78 ASTM C 109/109M Compressive Flexural X Conforms I Does Not Conform ANION OTTO ROSENAU ASSOCIATES, INC. Geotechnical Engineering, Construction inspection & Materials Testing 6747 M. L King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com Copies to: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. CONCRETE REPORT TEST RESULTS Reviewed by: Page 1 of 1 onforms x ] Does Not Conform x Owner x Contractor x Architect x Building Dept. x Engineer Report Number. 021 Inspection(s) Performed: Welding Project: Address: Client: Contractor: Inspector and Date T. Maddock 2-6-02 Conies to: Conforms JL OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com CONSTRUCTION INSPECTION REPORT Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom Permit Number: Job Number. Architect: Engineer: Remarks Performed visual weld inspection at field welded connections at structural steel frame at porte cochere. These welds were in accordance with approved drawings. Arrived at site with welds in place. Contractors records indicated, certified welders performed this work. Reviewed by: 001 -091 01-479 Dow Fl ggemeyer Design Group 0 her & Assoc. Cr / e-zr This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: F -104 Revised: 02/12/02 February 15, 2002 Job No. 01-479 Mr. Dave Larson Department of Community Development, Building Division CITY OF TUKWILA 6200 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Project: Permit: Subject: Dear Mr. Larson: OTTO ROSENAU & ASSOCIATES, INC Geotechnical Engineering, Construction inspection & Materials Testing ` 1 ' 6747 M. L King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Websre: www.ottorosenau.com Comfort Suites; 7200 Fun dty Way, TukwHa DO -081 Structural Special Inspection Status 69 As you and I discussed the other day, 1 have verified that the 'Final" letter in question was in fact only an updated status report directed to you, and is not our final certified report regarding special inspections and their status. That final certified report will be issued only after we have concluded all special inspections required and any /all outstanding issues have been adequately resolved. To refresh and reacquaint all parties on the status of structural steel, back on December 20, 2001, I issued an inspection sequence document that was prepared by both Mr. Jason Hill PE (Poggemeyer Design Group) and myself, where together we outlined the structural steel fabrication issues and the agreed upon outline, to satisfy the intent of the code regarding special inspections of the structural steel and welding for the shop fabrication, as follows: 1. Outlined on the attached plan view for the strudure, the engineer has circled six connections that represent areas of the stricture that must be examined. These six locations shall be supplemented with six additional connections, randomly selected by the yield ORA special inspector A total of 12 connections will make up the random inspection to occur on each levet The special inspector shall examine the connections (shop wells, etc) for conformance with the requirements of the City Approved Drawings, AVVS D1.1 -2000, AISC and the 1997 Uniform Building Code. 2. The inspections program presented should be thought of as a 'Go — No Go" program for the strudural steel already fabricated and erected, which occurred without speaal inspection within the fabrication facility. Should the inspections exhibit compliance with the requirements outlined, then no additional connections previously concealed" need to be examined. Shoukl anomalies be recorded during the inspections, then all additional connections shall be required to be opened for inspection, as required by the City of Tukwila. The structural steel was examined by ORA per the outline above. While there are still structural steel operations underway for other portions of the project, I feel confident that based upon our examinations that the structural steel is fabricated and installed as detailed by the approved permit drawings, and engineering revisions /clarifications that have been issued by the structural engineer of record. When the project is completed, and ORA has concluded all C w JU 00 CO W = J � w w 0 u.= Z � t-- 0 W W w U • - O F— w W ,- IL O w U = 0 !— z City d Tam% Budding Department Corlat Suites Pntject Special Uaspecton Saha Report February 15, 2002 Pape 2d2 special inspections, I am confident that I can certify to the City building department, that all work requiring special inspection has been completed. Should you have any questions, or if there are still areas of misunderstanding regarding the status of our special inspections, please do not hesitate to contact me. Very best regards, OTTO ROSENAU & ASSOCIATES, INC. Charles R. Mlodzik, AWS -¢WI General Manager, Technical Director CRM. JRP cm Copy: ?Won Construction Services Mr. Doug Hazeirigs Otto rtosenau & Associates, Inc. Geotechnical Engineering, Construction Inspection & Materials Testing 31 January 2002 City of Tukwila Building Division 6300 Southccntcr Blvd. Tukwila, Washington 98188 Project: Comfort Suites Permit Number: DO1.091 Address: 7200 Fun City Way Job Number: 01479 Per the request of Axiom Construction Services, here is a summery report of our special inspections and testing to date. Per Axiom, this report is needed before they arc allowed to cover the structural steel. We state that the work requiring special inspection to date was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to the contents of our handwritten reports. All typewritten reports to date have been mailed to your office or are enclosed. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected arc: s 1. Augercast piles 2. Reinforcing steel including embeds 3. Reinforced concrete 4. Post - tensioning 3. Epoxy grouting (dowels, all - threads, holdowns) 6. Grout under column bases 7. Structural steel fabrication/ultrasonic testing 8. Structural steel erection — welds & bolts Sincerely, OROSENAU & ASSOCIATES, INC. . k4 4a i OG nnc L. Parvin JLP /jp cc: Axiom Construction Services fax c: City of Tukwila 0'. (0 ROSENAU & ASSJCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com RECEIVED FEB 0 6 2002 COMMUNITY OE \IEI_OPMENT x Owner x Contractor x Architect x Building Dept. x Engineer Report Number: 019 Inspection(s) Performed: Structural steel erection Project: Address: Client: Contractor. Inspector and Date D. Graham 1 -24-02 D. Graham 1 -28 -02 Copies to: Conforms OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L King Way South, Seattle, Washington 98118 -3216 USA e Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax � WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • e t o tbs m CONSTRUCTION INSPECTION REPORT Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom Work found to be in conformance. Permit Number: Job Number: Architect Engineer: Remarks On Site to perform Special inspection on Structural Steel Erection/Welding per AWS D1.1, AISC, Approved Drawings and Job Specifications. 1) Performed visual weld inspection on peaked beams in pool area. Welds were found to be in conformance. 2) Performed visual weld inspection on buckets to tube steel beams along corridor grids E & F lines q to 26. Buckets are at random locations along corridor. Inspections performed per DrawingSl2 Detail 17. Welds and workmanship were found to be in conformance. 3) Performed HSB inspection on A325 W bolts at Grids F © 8 & 15. HSB did not meet required tension for acceptance. Appeared that bolts were tightened to around 250 ft/lbs. Request that contractor tighten bolt to required torque /tension values. Item #3 was found to be nonconforming. All other welds and workmanship were found to be in conformance. On site to perform special inspection on structural steel high strength bolts per UBC, AISC, and Engineer's approved revision dated 1- 24-02. 1. Performed reinspection of A325 high strength bolts - 7/8" diameter. Bolts are only required to be "snug tight" per AISC, section 8, paragraph C -"Joint Assembly and Tightening of Shear /Bearing Connections." 2. Columns in pool area, some of the anchor bolt/nut connections did not have full thread engagement. Monroe Welding welded bolt/nut at specified locations. Engineer will send Axiom an RFI regarding this and in turn fax copy to Otto Rosenau & Associates, Inc.'s office. Reviewed by: / - ' • This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Form No.: F -104 Revised: 01/31/02 FEB 0 6 2002 COMMUwi'1 - y DEVEJ,OP 9ENl y D01 -091 01-479 Dow Fletcher & Assoc. Poggemeyer Design Group Post -IC Fax Note 7671 °in!2 1Q tp!A • 111 - 6h ■ A J FROM �` Nd i cot0.0( \ 0)`4 `' co. Pons( Phone Feb 05 02 Ob:26a AXIOM REQUEST FOR INFORMATION RFI NO: TO: REPLY: ATTENTION: T=AX NO.: SUGGESTED SOLUTION: BOIz ATTACHMENTS: YES . [] NO BY: RECEIVED FEB n 6 200? COMMUNITY op/FA ODl,1FNT DATE: //..3//0 AXIOM JOB FIRM: P,)3 _ cc: 4252040156 401 19028 203' glace NE Woodinville, WA 98072 Tel: 425488.9768 Finn 425444-1896 PROJECT: SUBJECT: ORIGINATOR: RFI #: SPEC. SECTION /DRAWING DETAIL: Comfort Suites, Tukwila, WA Rat. Ham I oL'rg c Pool_ Axiom Commercial Corp INFORMATION REQUESTED: 2 >e Sot. r' E� : 'Ng• OojL c.-4)1,4.J. -► „J S ( 1 AR �s pJD1r 1.-ONJAO 01.10 eat r04 Tyr Nuri 'Ta b, f % 0 - Avr STe. tJ`5 Tt� t.Jw,�,� £` t- t QT S, • ATTACHMENTS: . YES ❑ NO a, IS THERE A COST IN 'AC17 YES ❑ NO ❑ IF YES - C. Q. NO.: TO AVOID DELAY REPLY REQUIRED BY: c ' 0%► P 8Y: '. '-. r '.: , o �. , l cc: —05 P . _... .�.?. . ► - • LoN ;;ar _ 2erti �. f .... ? r ' lam � _ kti�--b DATE: e rg 1l> 2 litemonionor p. tt Z o W C) 0— of W U �o .Z (0 O z 02/05/2002 09:49 2067232221, Fax 'Ybs Compaerye City of Tukwila Fa a 206. 4314065 Phoebe lie Comfort Suites • comment= Please let me know if this is not sufficient OTTO ROSENAU AS '1CSS PAGE 01 OTTO ROSENAU & ASSOCIATES, INC. Construction Inspection & Material Testing va M.t. Way S* $ Ms Way WM, Soft MGM** 31111142111 MA. Tab m47264100 • Tall Fit (AP) 10411 • loc 74221 WI EW2R.1 +ws• WAao AOaoy. A&A Aoo.eire W rbry • Weak womeloresomaseen From Jeanne Pageos 3 Woe 215102 0 tNemnt Blew RsMsw 0 Maass Comment ❑ PMasi Pigsty RECEIVED FEB 0 4 2002 COMMUNITY DEVELOPMENT This transmittal is intended for the individual/agency so named and may contain proprietary or other Information confidential in nature. if you received this transmittal in error, or if the delivery of this document to the individuaiagency so named is in error, please destroy this document in its entirety and notify the sender immediately. 02/05/2002 09:49 2067232221. OTTO ROSENAU ASS'CSS PAGE 02 1 i__, _ OTTO ROSENAU & ASSOCIATES, INC. 31 January 2002 City of Tukwila Building Division 6300 Southcenter Blvd. Tukwila, Washington 98188 Project: Comfort Suites Permit Number: DO1 -091 Address: 7200 Fun City Way Job Number: 01479 Per the request of Axiom Construction Services, here is a summery report of our special inspections and testing to date. Per Axiom, this report is needed before they are allowed to cover the structural steel. We state that the work requiring special inspection to date was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to the contents of our handwritten reports. All typewritten reports to date have been mailed to your office or are enclosed. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected are: Sincerely, ROSENAIJ & ASSOCIATES, INC. /1,041.X.1 /)eann L. Patvin in JLP /jp cc: Axiom Construction Services fax c: City of Tukwila Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO-4-US • Fax: (208) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com 1. Augcrcast piles 2. Reinforcing steel including embeds 3. Reinforced concrete 4. Post - tensioning 5. Epoxy grouting (dowels, all - threads, holdowns) 6. Grout under column bases 7. Structural steel fabrication/ultrasonic testing 8. Structural steel erection — welds & bolts x Owner x Contractor x Architect , x Building Dom. x Engineer 02/05/2002 09:49 206723222 I Project Address: Client Contractor mss' Inspector and Date 0. Graham 1-24-02 D. Graham 1-28-02 Conies to: a Report Number: 019 Inspection(s) Performed: Structural steel erection OTTO ROSENAU & ASSOCIATES, INC. Geotachnical Engineering, Construction Inspection & Materials Testing 6747 M. L King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725.4600 • Toll Free: (888) OTTO -4-US • Fax (206) 723 -2221 WBE W2F5813884 • WABO Registered Agency • A2LA Accredited Laboratory • Webeite: www.ottoroeenau.com CONSTRUCTION INSPECTION REPORT Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom O — n S o perform Special inspection on Structural Steel Erectlon/VVeiding per AWS Dl.1, AISC, Approved Drawings and Job Specifications. 1) Performed visual weld inspection on peaked beams in pool area. Welds were found to be in conformance. 2) Performed visual weld inspection on buckets to tube steel beams along corridor grids E & F lines q to 26. Buckets are at random locations along corridor. Inspections performed per DrawingSl2 Detail 17. Welds and workmanship were found to be In conformance. 3) Performed HSB Inspection on A325' ' bolts at Grids F ® 8 & 15. HSB did not meet required tension for acceptance. Appeared that bolts were tightened to around 250 ft/lbs. Request that contractor tighten bolt to required torque/tension values. Item lip wee found to be nonconforming. All other welds and workmanship were found to be In conformance. On site to perform special Inspection on structural steel high strength bolts per UBC, AISC, and Engineer's approved revision dated 1- 24-02. 1. Performed reinspection of A325 high strength bolts - 7/8' diameter. Bolts are only required to be 'snug tight' per AISC, section 8, paragraph C -"Joint Assembly and Tightening of Shear /Bearing Connections." 2. Columns in pool area, some of the anchor bolt/nut connections did not have full thread engagement Monroe Welding welded bott/nut at specified locations. Engineer will send Axiom an RFI regarding this and in turn fax copy to Otto Roseneu & Associates, Inc.'s office. Work found to be In conformance. Conforms OTTO ROSENAU ASSnCSS PAGE 03 Permit Number. Job Number. Architect Engineer. Remarks Reviewed by: D01 -091 01-479 Dow Fletcher & Assoc. Poggemeyer Design Group g -4; /,• %� ,� This report applies only to the items tested or reported and is the exclusive property of Otto Roseneu & Associates, Inc. Reproduction of this report, except in full. without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. 'ling Way S., Seattle, Washington 96118 — Phone (208) 7234600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: F -104 Revised: 01/31/02 Pest4t' Fax Note 7871 : -77 aillaininalla - A•r CPI Oaf 02/05/2002 09:49 `u j367232, 21- . Cc ISM REQUEST FOR INFORMATION RR Na l= 70: ATTENUON: Pet Lt FAX NO.: SUGGESTED 301.1MOM OTTO ROSENAU ASSnCSS 42 140156 DATE //WO . 2— AXIOM JOB PROJECT: smear: ORIGINATOR: RF1 SPEC. SECTION /DRAWING DETAIL: 401 '�•i• A e5c !? 1) /tact_ cmoL4.:•-►,.ig (Z Nicer Lo,Jb, 6. vc =be 114.4 ?Jura -ro h s r 'q/¢rJ %n g 15." L.LNIe t.f S•Te 44'60 1.1% 'TLS L.J ,p Ia �G kfirarg 1,10/0 ..tr'1,l,1rabCr"s a► % 1 `eihtS e 19018 203" Place NE Weedin ,Qe, WA 98072 Tel 428.788.9768 Fax: 42S- 844 -1896 Comfort Suites, Tukwila, WA rtN'. Hag. sour e p Aram Commercial Corp Pr►.�Ll. Gov w. 4411, ArtACHMINTS: ' YEAS p. NO IS THERE COST IMPACT? WS a NO ® IF YES --C. Q. NO.: T O A V O I D D R A Y R E P L Y REQUIRED B Y : • 4 4.. AT NTS: YES ARM: __ _ CC: PAGE 04 P. 2 l 5 x Owner x Contractor x Architect x Building Dept. x Engineer Report Number: 023 Inspection(s) Performed: Epoxy grouting Project Address: Client Contractor. Inspector and Date Copies to: OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Webswww.ottorosenau.com CONSTRUCTION INSPECTION REPORT Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom Permit Number: Job Number: Architect Engineer. I . ` i- 1 bs , � a D01 -a'9f [/ D GT-479 j vh Dow Fletcher 8 o� Poggemeyer Design Group J. Day Visual inspection of 1" all- thread embedded 12' into concrete wall using Hilti Hy -150 epoxy, which conforms to 2 -13 -02 RFI 1020 for 2 floor framing at 71B Type 'B' holdown. Conforms Remarks Reviewed by: /1 / /Crl!/JGet - This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723 -2221 Form No.: F -104 Revised: 02/20/02 x Owner x Contractor x Architect x Building Dept. x Engineer Report Number: 020 Inspection(s) Performed: Anchor bolt installation, Welding Project: Address: Client: Contractor: Inspector and Date D. Graham 2-4.02 D. Graham 2 -5-02 Conies to: Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom Conforms OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 1 W BE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottor CONSTRUCTION INSPECTION REPORT Permit Number: Job Number. Architect: Engineer: Remarks Reviewed by: D01 -091 01-479 Dow Fletcher & Assoc. Poggemeyer Design Group Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723 -2221 Form No.: F -104 Revised: 02J07102 „ On site to perform special inspection on anchor bolts per approved drawings, recommended practices and job specifications. 1. Performed visual inspection on anchor bolt installation per drawing S9 detail 1, Interior bearing wall section" throughout structure. Verified minimum hole depth of 3'/. ". Verified cleaning of W diameter drilled holes. Holes were drilled 48" on center using'/." Hilti Kwik II Exp. UNO the following grids have anchor bolts installed: 4, 6, 12, 14, 15, 17, 19, 21, 23, 13 8 and 10. Work was found to be in conformance. Arrived on site to perform special inspection on field welding/erection of porte cochere. Welding of porte cochere not finished and not ready for inspection. Contractor to reschedule. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. !!r P.O. BOX 287 PH: 425. 488.1818 Sincerely, February 28, 2002 Axiom Commercial Corp. 7200 Fun Center Way Tukwila, WA 98188 David R. Motter, P.E. Professional Engineer 0E? AFIT 4titupe o Lumber 15900 WOODINV1L E•REDMOND ROAD N.E. FAX: 425- 488.7409 Re: Comfort Suites Attn: Jackson Buck Bracing is not needed on the end vertical web of the flat roof trusses if the end vertical is sheathed. If you have any further questions regarding this matter, please call. Lt 114.2. WOODINVILLE, WA 98072 www.woodinvilklumbor,com Pcl-c(1/ c w U 0 �w � w 2 gQ N � g. � ; a 0 - 0 t w o w z p Job Number. I 01-479 J Report Number. I 012 I Permit Number. I DO1 -091 Owner Project Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 8 January 2002 Inspector: E. Pierre Ins • ected the resteel and • lacement at Mechanical dam • in ! slab for roof to • unit • er en ! ineers • Ian. 1 -15 -02 Resteel is grade I 60 I , as specified, from Nucor Placement Data Batch Weights Supplier. Miles Cement (sack/type/lbs.): I/II 460# Fine Agg. (lbs.): 1400# W/C Ratio: Admixtures (specify) Mix Number. 6400F Max Slump Allowed: 4' ±1' Coarse Agg. (size /lbs.): 1860# 7/8' 2 -5 -02 Total Yards Placed: 3 Coarse Agg. (size/lbs.): 6x12 Placed Via: Pump Coarse Agg. (size/lbs.): 146,990 Vibrated: Yes Fly Ash (lbs.): 80# Specified Strength (psi): 4000 Water (lbs. /gal): 190# Sampling and Casting of Samples ASTM C 17 C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1064 Ambient _ Temp Truck No. Ticket No. Cast Samples: 1-4 3 5' 58° 52° 0420451 Cast Samples: Cast Samples: Com • ressive X Weather. I Overcast /rain Slum • Ran, e: Date Samples Picked Up: I 11 -2 -01 Comments Flexural Other ASTM Methods Used: ( [ Conforms X I Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer 1 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 1 -15 -02 7 6x12 28.22 29.32# 111,630 3960 ASTM C 39 X 2 2 -5 -02 28 6x12 28.07 29.27# 146,990 5240 ASTM C 78 3 2 -5-02 28 6x12 28.07 29.32# 146,030 5200 ASTM C 109 4* Com • ressive X Flexural `_ J Conforms J X Does Not Conform *Discarded Conies to: Form No.: T -102 Revised: 02/05/02 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com CONCRETE REPORT TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 7 iE'4 FIVER V ' 7;1117 DEPARTMENT Job Number: 01-479 Report Number. 014 Permit Number: .90 -08-1-1. Owner Project Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun City Way Tukwila Engineer. Poggemeyer Client H2 Hotel LLC Contractor. Axiom Date: 2 -18 -02 Inspector: Craig R. Bechtold Inspected the resteel and placement at East end stairs, added pool stem walls (NE corner and Shower area) 3 plinths W, N , and E for structural steel columns. Resteel is grade j 60 I , as specified, from ! B, C Placement Data I Batch Wei hts Supplier. Miles Cement (sack/type/lbs.): I /II 551 W/C Ratio: Mix Number. 07400 Fine Agg. (lbs.): 1612 Coarse Agg. (size/lbs.): 3/8' 3316 Coarse Agg. (size /lbs.): Admixtures (specify) Pol - 33.2oz Max Slump Allowed: Total Yards Placed: 10 Placed Via: Pump Coarse Agg. (size/lbs.): Fly Ash (lbs.): Vibrated: Yes Specified Strength (psi): 3000 Water (lbs. /gal): 23 gal Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Air% C 231 Conc. Temp C 1084 Ambient Temp Truck No. Ticket No. Cast Samples: 1-4 10 4 - 68 44 051 425291 Cast Samples: Cast Samples: Compressive X Weather: ( Drizzle Slum. Ran, e: 4' Date Samples Picked Up: 12 -19 -02 Comments Other ASTM Methods Used: f Conforms [ x ] Does Not Confonn x Owner x Contractor x Architect x Building Dept. x Engineer 1 Specimen Numb Test Date Field C ure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general a ccordance w 1 2 -25 -02 7 6x12 28.33 27.59# 116,060 4100 ASTM C 39 X ASTM C 78 ASTM C 109 Compressive X Flexural Conforms Does Not Conform AMON Er D COMMUNITY DEVELOPMEN OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 MAR 1 1 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com CONCRETE REPORT oq TEST RESULTS Conies to: Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723 -2221 Form No.: F -102 Revised: 02/01 POGGEMEYER DESIGN GROUP CCfn ntkvG tKern fis 512 Sixth Street Sane, Suite 202 • Kuhlari, WA 98033 142S) 827 • fax 1 828 -4850 MaOe C Date �'; 0213 1 Job Nu 1 � Checked oy r) to YseMt Nq, DescriNtinc.— t '� CPL i4 /_t -7•itea l% /it'T;4 r4i ►�r�` loo G 4FLr2T SU 1 rt:S. roJbnr . , 4.L' . , r f, t,C-4-E. 44.44- ,.4.,... 3 -1d -2002 4:52PM FROM POGGEMEYER "DESIGN 4258284850 f‘./ P672 OWT74447UI? 5//2-10 I ■-•.-4"-K1.1? fir iA L_ Z4x to 14 a: .S M c.ALE � �, , U rr 1 -1 z 1CO P.S WW1 s OCTOBER 24 B �� POGGEMEYER TO: Mr. Jackson Buck COMPANYr Axiom FAX S MYLR: 425 204 0156 PROSE SUNDER: 425 204 0152 Mr. Buck p ;r Fax Note 7g ayt co �aa A 1 ► FACSIMILE NORTH AEI Stud Spacing South side between Grids 7 and 19 • URGIINT ❑ FOR RSVIIIU 01►9 RtQUUUTED ❑ PL t ai RtPLY DATE; P03 JOE NO., 00095 As requested, the bearing wall revisions are attached. Regards, Jason Hill, Project Engineer ,C6 FROM: Jason Hill TOTAL $0. OF PAGES INCLUDING COVER: 1 YOUR SOD NO.: r Per our review, the stud spacing is to be at 16' o.c. between grids 7 and 19 on the south side of the building. If you ha4e any questions please do not hesitate to call. a3lii /oz. ❑ rose YOUR INYOR?1AT:oer 512 SIXTH STREET SOUTH, SUITE 202 KIRKLAND, NA 98033 PHONE: 425- 897 -5995 FAX 425 -828 -4850 EMAIL: pdg- waipogg.m.yar.com i txw� s OCTOBER 2 O W 6U 00 co w N u3 0 g ? Q • u1 • Q Lo- O 1- w g u. z U 0 z WALL 1 TYPE LEVEL STUDS & SPACING EXTERIOR EAST & WEST ENDS BETWEEN GRIDS A & J 4 - 3 2x6 HF FIRE TREATED STUD GRADE AT 16" O.C. 3 2x6 HF FIRE TREATED STUD GRADE AT 12" O.C. 2 2x6 HF FIRE TREATED STUD GRADE AT 8" 0.C. SOUTH SIDE BETWEEN` GRIDS 7 &19 4 - 1 2x6 HF FIRE TREATED RI r GRA T le 0 . SOUTH SIDE BETWEEN GRIDS 1-7, 19 -26, f1ORTH SIDE BETWEEN GRIDS 1 -26 4 _ 2 2x6 HF FIRE TREATED STUD GRADE AT 16" O.C. 1 2x6 HF FIRE TREATED STUD GRADE AT 12" G.C. INTERIOR CORRIDOR 4 -3 2 4 HF STUD GRADE AT.I ' 2 2xA STUD GRADE 4 AT'.8;10.C. 1 2x4' HF STUD GRADE l. AT)O.C. INTERIOR PARTY WALL DOUBLE SIDE PLY 1 it piumbst WI 4 -3 2x4 HF STUD GRADE AT 24" O.C. STAGGERED ON 2X6 PLATE 2 2x4 HF STUD GRADE AT 16" O.C. STAGGERED ON 2X6 PLATE 1 2x4 HF STUD GRADE AT 12' O.C. STAGGERED ON 2X6 PLATE exx.nzS OCTOBER 24 V_„J BEARING WALL STUD SCHEDULE • REFER TO SHEAR WALL SCHEDULE FOR 3X REQUIREMENTS NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. t T f z X Owner X Contractor X Architect X Building Dept. X Engineer Inspected the resteel and placement at I West stair treads and landings Also inspected expansion bolt installation at bottom of east and west stairs Job Number. I 01-479 ] Report Number. I 013 j Permit Number. D0-091 Test Date Project Comfort Suites Architect Address: 7200 Fun Center Way Engineer. Contractor. Axiom Client Date: 01/28/2002 Inspector. Jeff Rabe Tested in general accordance with Inspected the resteel and placement at I West stair treads and landings Also inspected expansion bolt installation at bottom of east and west stairs Resteel Is grade I 80 Las specified, from B Placement Data Batch Weights 12.57 Su..Her: Miles Cement sac •e/lbs.: I/II 550 WIC Ratio: Mix Number 07400 Sand (lbs.): 1540 Admixtures (specify) Mb polyheed fibermesh Max Slump Allowed: 5 Aggregate (size/lbs.): 1700 Aggregate (size/lbs.): Aggregate (size/lbs.): Fly Ash (lbs.): Water lbs./• - I : 310 Total Yards Placed: 10 Placed Via: Line pump Vibrated: Yes Required psi (fop 4000 Sampling and Casting of Samples ASTM C 172, C 31/C 192) Yards 10 Slump C 143 4 Air % C 231 n/t Conc. Temp C 1064 63 Ambient Temp 33 Truck No. 052 Ticket No. 422475 Cast Sam les: 1-4 Cast Samples: 69.790 5540 ASTM C 109/109M 4• Cast Sam les: X_ Weather: Cold, partly cloudy Slump Range: 4-5 Date Samples Picked U.: 1 -29 -02 Comments Contractors to tent and heat area Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.tn.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 2-4-02 7 4x8 12.57 8.40# 56,220 4470 ASTM C39 X 2 2 -25 -02 28 4x8 12.59 8.43# 70,420 5590 ASTM C 78 3 2-25-02 28 4x8 12.59 8.41# 69.790 5540 ASTM C 109/109M 4• X_ _ _ Compressive Flexural 1 Conforms ( x Does Not Conform OTTO ROSENAU 8 ASSOCIATES, INC. DIVED *Discarded Copies to: • Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L King Way South, Seattle, Washington 98118 -3216 USA .F.RIFO 5 200? Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 C O iM U W T ' { 2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com DEVELOPMENT CONCRETE REPORT TEST RESULTS onforms I x I Does Not Conform Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 POGGEMEYER DESIGN GROUP, INC. NORTHWEST DIVISION TO. Mr. Jackson Buck COMPANY' Family Fun Center FAX NUMBER: (425) - 204-0156 PHONE NUMBER: RFI 97 Regards, Jason Hill, P.E. FACSIMILE TRANSMITTAL SHEET FROM. - bat-0g( Jason Hill DATE: 2/25/02 E apt 51 ; z /oda/ TOTAL NO. OF PA ES INCLUDING COVER: 3 REFERENCE NUMBER: 00095 ❑ URGENT m POR REVIEW 0 PLEASE COMMENT 0 PLEASE REPLY D PLEASE RECYCLE Mr. Buck, The following is our reply to RFI 97. I. Utilize (2) HTS30C twist straps in place of the CMST twist straps as noted near stair- wells. Add blocking in the will and to floor. 2. Per code, seismic zone 3 & 4 must have a 2 "x2 "x3/16" washer on all sill plates. (As we are in seismic zone "3 ") 3. Attached is landing connection. If you need any additional information, please do not hesitate to call. 512 SIXTH STREET SOUTH. SUITE 202 XIRKLAND, WA 9803) PHONE: 425- 827.5995 FAX: 425.121.4150 EMAIL: pd wzopd • ••• 4. • • MIMMININMINIMINEWINg .1) 4 "te• °'1. "War STret . " r- 451.11 . 6 S-• z) X C:5 / Z.. v4. 1.3-03rA.A, Q% 15 -- 9- 4 1 el-J ■J-Nk.A.... FLAT c• c.444<•..1...seL C• 4 1 , 1■ 3 t•-•3 1t 4 4 %4-k-• c`t S• LA1- 1■*1 • r.„. ,.; s • ; T ;'1 r ,/ POGGEMEYER DESIGN GROUP C.ONSIATING GNGNCGAS SI2 Stith Street South. Suite 202 • Kirkland, WA 9A03 i (4751 827.5995 • F X 1425) 828.4850 I MO Woe cCfw1 Vt.' t .1 t s . MtIZu 16 J Pk/UMW MMl/11 Mb7vl 7. v MINN. 010116 •I1=I• Checked by Oeurtpayn p. PLAT F01:PM .,vPPo►2T rYlt:`IY1�t 2.5 , x`01 X21 ^` 'Tier / 1p �n PHR 4R414 jot, ri b C lE3 Sheet No. (3) zxti NAILL1) Trm1"NG - 9 , 2X(o t'4A7� 'V A361 L- ,At.A. bAL15 p 10"0.C. (2') ?51.1"5 Izel O. FEB 28'02 15:16 FR NELSON . 'IRESTOP PROD 918 627 2941 TO 9 -1- 4252040156 P.02/04 EZ.F -C -2162 - Through - Penetration i ..estop Systems Page 1 of ge Bottom ide Information � . . •• 1 /, XHEZ.F -C -2162 Through - Penetration Firestop Systems Notice of Disclaimer Questions? Through - Penetration Firestop Systems System No F -C -2162 November 29, 1999 F Rating —1 Hr T Rating —3/4 Hr ��4r= : ) E77- r 1 i (I.- f ` +r.__..« -' , /. r ' `i,'ti ! i . 46 V t . _.J. V 1._.. . �, SECflON A -A ZO 1-OR � i31.1, ...'. DEPA `. 1' p:// database. ul. com /cgi- bin/XYV /template/LISEXT /1 FRAME/showpage.html ?name =XH EZ.F- C- 2162&ccns... 2/28/0 FEB 28'02 15:16 FR NELSON,FIRESTOP PROD 918 627 2941 TO 9 - 1- 4252040156 P.03/04 fZ.F -C -2162 - Through- Penetration . :stop Systems Page 2 of 1. Floor - Ceiling Assembly The 1 hr fire -rated wood joist floor - ceiling assembly shall be constructed of the materials and in the manner specified in the individual I,500 Designs in the UL Fire Resistance Directory, as summarized below: A. Flooring System Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor- Ceiling Design. Max diam of floor opening is 4 -3/4 in. B. Wood Joists Nom 10 in. deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. tz g C. Gypsum Board* Nom 5/8 in. thick as specified in the individual Floor- Ceiling 0 o Design. Wallboard secured to joists as specified in the individual Floor- Ceiling w Design. 2. Chase Wall The through penetrant (Item 3) shall be routed through a 1 hr fire -rated single, double or w O staggered wood stud/gypsum wallboard chase wall constructed of the materials and in the manner g specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory u. Q and shall include the following construction features: cn d . w B. Sole Plate Nom 2 by 6 in. lumber or parallel 2 by 4 in. lumber plates, tightly V W U � C. Top Plate The double top plate shall consist of two nom 2 by 6 in. lumber plates or o two sets of nom 2 by 4 in. lumber plates, tightly butted. Max diam of opening is 4 -3/4 w w in. u-O "J specified in individual Wall and Partition Design. v O A. Studs Nom 2 by 6 in. lumber or double nom 2 by 4 in. lumber studs. butted. D. Gypsum Board* Thickness, type, number of layers and fasteners shall be as 3. Through Penetrants One nonmetallic pipe to be installed either concentrically or eccentrically within the firestop system. Diam of the circular opening in flooring, and top and sole plates of chase wall shall be 1/8 to 1/4 in. larger than the diam of the pipe such that the annular space is min 0 in. (point contact) to max 1/4 in. Pipe to be rigidly supported on both sides of floor- ceiling assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe Nom 4 in. diam (or smaller) Schedule 40 cellular or solid core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. B. Acrylonitrile Butadiene Styrene (ABS) Pipe Nom 4 in. diam (or smaller) Schedule 40 cellular or solid core ABS pipe for use in closed (process or supplytjt± vented (drain, waste or vent) piping systems. C. Chlorinated Polyvinyl Chloride (CPVC) Pipe Nom 4 in. diam (or smaller) SDRI7 CPVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. 3A. Sanitary Tee — (Optional) The vertical pipe (Item 3) may be provided with a Schedule 40 PVC, ABS or CPVC sanitary tee above the top plate of the chase wall for connection to a nom 4 in. diam (or p: // database. ul. com /cgi- bin/XYV /tempiate/LISEXT/ 1 FRAME /showpage.html ?name = XHEZ.F -C- 2162 &ccns... 2/28/0 FEB 28'02 15:17 FR NELSON.FIRESTOP PROD 918 627 2941 TO 9 -1- 4252040156 P.04/04 EZ.F -C -2162 - Through - Penetration t _stop Systems Page 3 of smaller) Schedule 40 PVC, ABS or CPVC drain pipe which runs horizontally through the concealed space above the ceiling and penetrates the flooring. Diam of the circular opening in the flooring shall be 1/8 to 1/4 in. larger than the diam of the pipe such that the annular space is min 0 in. (point contact) to max 1/4 in. 4. Fill, Void or Cavity Material* — Caulk Min 3/8 in. diam of fill material applied around base of pipe at top of plywood subfloor and bottom of lower top plate. Fill material kneaded into annular space to maximum extent possible, leaving a min 1/4 in. crown around penetrating item and lapping a min 1/4 in. beyond the periphery of the opening. NELSON FIRESTOP PRODUCTS —1.13S +Sealant *Bearing the UL Classification Marking ge Top Notice of Disclaimer Questions? 1.111111111 UL Listed and Classified UL Recognized Components Products Certified for Canada Products — — - __ -- is page and all contents are Copyright 02002 by Underwriters Laboratories Inc.' e appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under 's Follow -Up Service. Only those products bearing the UL Mark should be considered to be Listed and covered under UL's Follow -Up Service. ays look for the Mark on the product. p:// database. ul.com/cgi- bin/XYV /te;nplate/LI SEXT/ 1 F RAME /showpage. html ?name =XM EZ.F -C- 2162 &cons... 2/28/0 ** TOTAL PAGE .004 ** Job Number. 1 01-479 Report Number: j 012 I Permit Number: ( D01 -09T n. Owner Project: Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group Client: H2 Hotel LLC Contractor. Axiom Construction Services Date: 8 January 2002 Inspector: E. Pierre Inspected the resteel and placement at I Mechanical damping slab for roof top unit per engineers plan. 1 -15 -02 Resteel is grade I 60 1 , as specified, from Nucor Placement Data Batch Weljhts 29.32# Supplier: Miles Cement (sack/type/lbs.): I /II 460# Fine Agg. (lbs.): 1400# W/C Ratio: Admixtures (specify) Mix Number. 6400F Max Slump Allowed: 4' ±1" Coarse Agg. (size/lbs.): 1860# 7/8' Total Yards Placed: 3 Coarse Agg. (size/lbs.): Placed Via: Pump Coarse Agg. (size/lbs.): Fly Ash (lbs.): 80# Vibrated: Yes S. = ified Stren! h .si : 4000 ' Water lbs. /•al : 190# Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1064 Ambient Temp Truck No. Ticket No. Cast Samples: 1-4 3 5' 58° 52° 0420451 Cast Sam les: Cast Samples: Compressive X Weather: I Overcast /rain Slump Range: Date Sam•les Picked U.: 11 -2 -01 Comments Other ASTM Methods Used: 1 � Conforms X J Does Not Conform I 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer 1 Specimen Number Test Date Field Cure Age (Days) Size (In.1 Area (Sq.in.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 1 -15 -02 7 6x12 28.22 29.32# 111,630 3960 ASTM C 39 X ASTM C 78 ASTM C 109 Compressive X Flexural 1 Conforms 1 Does Not Conform OT i 0 ROSENAU & ASSuCIATES, INC/- CONCRETE REPORT • Geotechnical Engineering, Construction Inspection & Materials Testing , 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221. ; , WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ot(ordsenau corn Conies to: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: T -102 Revised: 01/15/02 TEST RESULTS Reviewed by: Page 1 of 1 x Owner x Contractor x Architect x Building Dept. x Engineer Report Number: 017 Inspection(s) Performed: Structural Steel Shop Fabrication Project: Comfort Inn Suites Permit Number: 001 -091 Address: 7200 Fun Center Way, Tukwila Job Number: 01-479 Client: H2 Hotels, LLC Architect: Dow Fletcher & Assoc. Contractor. Axiom Engineer. Poggemeyer Design Group Inspector and Date Doug Graham 12 -19-01 Doug Graham 12 -20-01 Conies to: On Site to perform Special inspection on Structural Steel Fabrication per AWS D1.1, AISC, Approved Drawings and Job Specifications. 1) Performed visual weld inspection on piece mark 27A, 2 of 2. Welds and workmanship were found to be in conformance. 2) In reference to Monroe Welding having a Quality Assurance or Quality Control Procedure(s). At this time Monroe Welding does not have QA or QC written procedures on site. Each job that Monroe Welding obtains, it is assigned a job number with all documentation related to a specific job stored in a file system (drawer). Trace ability of materials is on a job - to-job basis. Steel for each job has the job number marked on each piece or each quantity of pieces. When there is extra steel after job the steel is not marked as to what type of material it is. I.e.; A36, A572, etc. Reviewing WPS's #1 thru #4, it was observed that there is no reference to work being performed on base metal A572 Gr.50. Other common Base Metals are mentioned, A36 etc. but none to A572 Gr. 50. Being that Monroe Welding is not a certified AISC fabricator, Monroe Welding was not aware that there was any requirement for QA or QC written Documentation. Note: Quality of work performed was found to be very good quality. 3) This inspector mentioned to Monroe Welding that it would be beneficiary to have written QA or QC procedures on site. On Site to perform Special inspection on Structural Steel Fabrication per AWS D1.1, AISC, Approved Drawings and Job Specifications. 1) Performed visual weld inspection on piece mark 27A, 2 of 2. Welds and workmanship were found to be in conformance. 2) In reference to Monroe Welding having a Quality Assurance or Quality Control Procedure(s). At this time Monroe Welding does not have QA or QC written procedures on site. Each job that Monroe Welding obtains, it is assigned a job number with all documentation related to a specific job stored in a file system (drawer). Trace ability of materials is on a job-to -job basis. Steel for each job has the job number marked on each piece or each quantity of pieces. When there is extra steel after job the steel is not marked as to what type of material it is. I.e.; A36, A572, etc. Reviewing WPS's #1 thru #4, it was observed that there is no reference to work being performed on base metal A572 Gr.50. Other common Base Metals are mentioned, A36 etc. but none to A572 Gr. 50. Being that Monroe Welding is not a certified AISC fabricator, Monroe Welding was not aware that there was any requirement for QA or QC written Documentation. Note: Quality of work performed was found to be very good quality. 0'. ROSENAU & ASLJCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Farlar WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laborato , r . t t au.com CONSTRUCTION INSPECTION REPORT JAN 1 5 2002 DEVELOPMENT Remarks Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888- OTTO -4-US • Fax (206) 723 -2221 Form No.: F -104 Revised: 01/08/02 Job Name Comfort Suites Job No.: 01-479 Report No.: 017 Doug Graham 12 -21 -01 Doug Graham 12 -27 -01 RECEI'ED JAN 1 5 2002 COMMUNITY DEVELOPMENT Otto Rosenau & Associates, Inc. CONSTRUCTION INSPECTION AND MATERIAL TESTING 3) This inspector mentioned to Monroe Welding that it would be beneficiary to have written QA or QC procedures on site. On Site to perform Special inspection on Structural Steel per AWS D1.1, Approved Drawings, AISC and Job Specifications. 1) Performed Ultrasonic re- examination on Peaked beam 24AR. Please see Ultrasonic examination report for locations and results. On Site to perform special inspection on Structural Steel Welding per engineers request, AWS D1.1, AISC, Approved Drawings and Job Specifications. 1) Performed Visual weld inspection on Shop welding of structural steel at the following locations. Engineer chose the first six locations and the rest of the locations were selected at ORA's random locations. Grid: I0;15 5, Field weld on shear clip has undercut on both sides of clip. Grid: i8, VT shop welds accept Grid: F 8(a:7, VT shop welds accept, Erection bolt missing, request "sear be welded to Flange Grid: F 70)11, VT shop welds accept Grid: F ct 10, VT shop welds accept Grid: F(a712, VT shop welds accept Grid: F(a 8', VT shop welds accept Grid: ECM', VT shop welds accept Grid: F09`, VT shop welds accept Grid: E@9*, VT shop welds accept Grid: Ei'7a.10', VT shop welds accept Grid: Fell., VT shop welds accept Grid: E012*, VT shop welds accept Grid: Few, 14•, VT shop welds accept Grid: F(15', VT shop welds accept Grid: Fe13, VT shop welds accept, 3 floor framing Note: All Visual weld inspections were performed on 2" floor framing. Note: • Locations, These locations, Drawings call for A325 HSB (connections to TS) to be used. At numerous locations there are either mixed with A307 bolts or all bolts are A307's. Request that A307 bolts be removed and replaced with A325 HS®. Contractor is aware of these discrepancies and will remove and replace bolts. Shop welds from Monroe Welding were all found to be in conformance. Field welding requires additional work as previously mentioned. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, withc :..rattan permission from our firm is strictly prohibited. Page 2 of 2 Item Inspected 12 -20-01 Report Number: I 002 I Permit Number: I DO -091 Page 1 of 1 Indication Rating 1 y�Bua� lada0 X usOJA a3uetsb A WOJd aaus=sq Discontinuity Type aaxod J Poggemeyer Design 24AR Top Flange, 1 weld Huish Family Fun Center Inc 52 Axiom Const Services Shop: Client H2 Hotel LLC ORA Job: Technician: 24AR Bottom Flange, 1 weld 52 1 '4" 1/4 -1/4" 0 LOF X 24AL Top Flange, 1 weld 52 24AL Bottom Flange, 1 weld 52 Inspection Spec. AWS D1.1 Sec. 6 Instrument Mfg.: Krautkramer Model # USN5OR Block Type DSC k ype Process Spec. Transducer Mfg. Deg. Size Frequency Technician Signature Douglas Graham A Level II [X] Straight (Single) 0 1.00" 2.25Mhz. /AWS\ Reviewed by ROBERT 8 [) Straight (Dual) 0 Mhz. V) Shear 70 &/or60 .625 "x.75" 2.25Mhz. Couplant type: Cellulose [X] Water Based [ ] Oil Based [ ] Other Date: 12 -20-01 Report Number: I 002 I Permit Number: I DO -091 Page 1 of 1 Project: Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila Engineer. Poggemeyer Design Owner Rep: Huish Family Fun Center Inc Contractor. Axiom Const Services Shop: Client H2 Hotel LLC ORA Job: Technician: Douglas Graham LII ITESEMED COMMUNITY DEVELOPMENT 0 , :0 ROSENAU & AS;,JCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South. Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com ULTRASONIC WELD TESTING REPORT This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Item Inspected lautal Jag! dupes taB wri Architect X WOJ 0311115!13 A woJJ (*Until] Discontinuity Type ida33V j pares I 24AR Bottom Flange R1, 1 weld 52 Contractor. Axiom Shop: Client 112 Hotel LLC X Technician: Douglas Graham LII Inspection Spec. AWS D1.1 Sec. 6 Instrument Mfg.: Krautkramer 9 Transducer Mfg Model # U Deg. Calibration Block Type Size DSC Frequency Process Spec. Technician Signature Douglas Graham Level II [XI Straight (Single) 0 1.00" 2.25Mhz. Reviewed by AWS\ [ J Straight (Dual) 0 Mhz. [XJ Shear 70 &Jor60 .625 "x.75" 2.25Mhz. 4 ` AoaEtiD. wow) � 8 , Couplant type: Cellulose [XI Water Based [ I Oil Based [ I Other Date: 12 -21 -01 Report Number: 003 Permit Number: DO -091 Page 1 of 1 Project: Comfort Suites Architect Dow F1- - • • sociates Address: 7200 Fun City way, Tukwila Engineer: Poggemeyer Design Group Owner Rep: Huish Family Fun Centers Inc. Contractor. Axiom Shop: Client 112 Hotel LLC ORA Job: Technician: Douglas Graham LII 0 " , ROSENAU & AS:.JCIATES, INC P Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South. Seattle, Washington 98118 -3216 USA Tel: (206) 725 - 4600 • Toll Free: (888) OTTO - 4 - US • Fax: (206) 723 - 2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com ULTRASONIC WELD TESTING REPORT This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. January 17, 2002 Mr. Nick Galash Axiom Commercial Corporation 19028 203rd Place NE Woodinville, WA 98072 SUBJECT: Earthbound System Compression Lumber Clarification Dear Mr. Galash: A question from the field has been posed regarding symmetric placement of multiple 2x compression lumber shown on the Earthbound Installation Drawings. The Earthbound System does NOT require symmetric or "even" placement of compression members. To accommodate extraordinary field conditions, we will allow a minimum of two (2) 2x members on one side of the threaded rod. There shall be a 3 inch maximum gap for the threaded rod pocket to the set of members on the opposite of the rod. Please call me at (425) 806 -5669 if you have any comments or questions. Sincerely, Edward Chin, PE Vice President echin @igengineering.com InQuest Engineering, LLC P.O. Box 1102 Woodrnrib, WA 960T2 REC 1V-D r11'? ',, ti 1� BUtLUiNu DEPARTMENT ocoo 0 0° woof-. PRp.. .111? 0% o 13 in ca p0U • .p iu»I' �O 4 � v p � ; %- ►BTE oQ s 0 a ' [ EXPIRES: 12.17 -2003 www.IOEnpineedng.com Phone: (425) 806-5669 Fax: (425) 808.9086 x Owner x Contractor x Architect x Building Dept. x Engineer Report Number: 015 Inspection(s) Performed: Epoxy Grouting Project: Address: Client: Contractor. Inspector and Date D. Johnston 12-13-01 D. Johnston 12 -14-01 Conies to: C .TO ROSENAU & AS..00IATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South. Seattle. Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom Confomts CONSTRUCTION INSPECTION REPORT Arrived for epoxy grouting and was informed they weren't ready. Observed epoxy grouting of 6 1' diameter hold down anchor bolts along the front side of pool room. Holes were 12' deep into concrete and cleaned. Epoxy used was Hilti HIT 150 and placed according to manufacturers directions. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 Phone (206) 725 -4600 or 1- 888- OTTO -4 -US — Fax (206) 723 -2221 Form No.: F -104 Revised: 12/18/01 Permit Number: Job Number: Architect Engineer: Remarks Reviewed by: D01 -091 CO O t;' !,47' L') \f 01-479 F .. I ' = q Dow Fletcher & Assoc: - ' h1' , Poggemeyer Design Group x Owner x Contractor x Architect x Building Dept. x Engineer Report Number: 016 Inspection(s) Performed: Structural Steel Shop Fabrication Project: Address: Client Contractor. Inspector and Date R. Hardy 12 -17 -01 Copies to: Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom ConformL C ['TO ROSENAU &ASIVOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Architect Engineer: Remarks 001-091 01-479 Dow Fletcher & Assoc. Poggemeyer Design Group Performed visual inspection of welding on the following members at Monroe Welding Fabrication in Lake Stevens, Washington. Mk 27B (3 each) shaped beam with clips to web both sides. Mk 28A (2 each) W12x26 beam with stiffeners and tube steel to flange and triangle plate both side of tube steel and flange and plate to tube steel. All welds acceptable as per AWS D1.1 2000. Certified WABO welder John R. Thorpe expires 01- OCT -02 THO 049346. Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: F -104 Revised: 12/19/01 TO With Lme-A sf1 COMPANY FAX NUMBER i- y ? - 2if-dJ PHONE NUMBER RE CJ URGENT POGGEMEYER DESIGN GROUP, INC. NORTHWEST DIVISION ' M / 0 FOR TOUR INFORMATION FACSIMILE TRANSMI'TAL SHEET ❑ FOR REVIEW FROM OA ft TOTAL NO OF PAGES tNCWDtN( COVER 3 G ioe NO 44/`7.5 YOUR IOeNo, /4-beddite) / 0 PLEASE REPLY OAS REOUF(TEn 512 SIXTH STREET SOUTH, SUITE 202 KIRKLAND, WA 98033 PHONE: 42S- 827 -5995 FAX: 425 -828 -4850 - EMAIL: pdg -wa @pdg -wa corn RECF ` 1 JO1 CONIMUNIFY DEVELOPMENT z , I U O 0 0 a ow J w LL w 0 LLQ w O LLI • w 0 O — 0I- w w LL � w 2 0 STRUCTURAL SITE VISIT REPORT FIRST FLOOR FRAMING Job Name: Job Address: PDG Job* Date: Time: Project Status: Comfort Suites Hotel — Family Fun Center 7300 Fun Center Way Tukwila, WA 98188 POGGEMEYER t __DESIGN GROUP U)wiuirrvG catouccot 00095 I i November 14, 2001 l i 9:30 am Present at Site: Robert Bourdages, PE, SE and Jason Hill, Poggemeyer Design Group, Inc (structural engineer) Nick Galash, Axiom Construction Services (superintendent) The first floor framing is nearing 80% completion. The pool roof and front low roof have not been framed out to date. Approximately 95% of the steel was in place with bolting incomplete at this time. Observations: 1. 1st floor shear walls were up and with the appropriate nail pattern. 2. 95% of the steel beams and columns were in place with bolting incomplete at this time. 3. Appropriate blocking was present where required. 4. Appropriate hangers were present at the steel beam location. (Heavy duty hangers) 5. Floor nails are .148' dia. and are 2.25" in length. We have reviewed the difference in the field and determined the current selected nail is anywhere from .125" to .25" short. To compensate for the difference in capacity, the spacing of the nails should be closed by 1 -inch. 6. The grading of the parking lot has positive drainage from the building to the catch basins. The final AC will be applied in the future. Y?ggeY Design Group. Inc . SIT Sion Start South, Suitt• 202 Kirkland. WA 98033 (425) 821.5995 fax (42S) 828-4850 7. The entry to the site is undetermined at this time. The sheet flow will be reviewed once the Huish's have completed their review of the entry from Fun Center Way. 8. The Porte - Cochere paving is incomplete at this time. Again, the Huish's have not completed their review of this area and will be addressed at a later date. Conclusions: Aside from the above list, the structure to date is in general compliance with the structural drawings. Report Prepared by: Jason Hill, Project Engineer • exnass ocToeta 24 O Z POGGEMEYER DESIGN GROUT? INC. 12/20/2001 14:43 2067232221 OTTO ROSENAU ASSOCSS V -cier PAGE OTTO ROSENAU ASSOCIATES, INC. Construction Inspection & Material TeSting 6747 M. L King Way South, Seattle, Washington 98118 -3218 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO-4-US • Fax (206) 723 -2221 WBE W2F5913884 • WABO Registered Agency • A2LA Accredited Laboratory • www.ottoroeenau.com RECFJVED Fax DEC, (i J 01 t OOMi"v'itJNFFY 00 DEVELOPMENT 9 w N, w Phones +208431 -3670 Dots: 12/20/2001 Ras Comfort Suites CCs Jason Hill (Poggemeyer Design Group) y O w Fax: +425 - 828 -4850 z O H Urgent 0 For Review 0 Plea** Continent ❑ Please Reply 0 Please Recycle 2 3(3 to Comments: H w w Special Inspection ram letter for the referenced v ProA project. Specifically this is the program we discussed to have occur at the sits as soon as possible, In an attempt to evaluate the structural steel "-- 0 fabrications. We feel that this is the best approach In satisfying the Intent of the code Dave. Please let w me know if you concur. c.) F Best regards, z Tor MR Dave Larson (City of Tukwila) Prone Chuck Modzik Chuck Mlod • Fara +206- 431 Pages: 3 pages inducing cover sheet 6iiii This transmittal is intended for the incividuaUagency so named and may contain proprietary information confidential In nature. H you received this tranaxnitml in error, or if the delivery of this document to the individual/agency so named Is In en+or, please destroy this document in its entirety and notify the sender Immediately. 01 12/20/2001 14:43 20672322 December20, 2001 Job No. 01.479 Mr. Dave Larson Department of Community Development Building Division CITY OF TUKWILA 8200 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Project: Comfort Suites; 7200 Fun CKyrWy, Tukwila Permit: DO-091 Subject Structural Steel Special Inspection Dear Mr. Larson: As discussed, I have been in contact with Mr. Jason 11111 PE (Poggemeyer Design Group) and we discussed the structural steel fabrication issues and together have agreed upon the following outline, to satisfy the intent of the code regarding special inspections of the structural steel and welding for the shop fabrication: Outlined on the attached plan view for the structure, the engineer has circled six connections that represent areas of the structure that must be examined These six locations shall be supplemented with six additional connections, randomly selected by the field ORA special inspector. A total of 12 connections will make up the random inspection to occur on each level. The special inspector shall examine the connections (shop welds, etc.) for conformance with the requirements of the City Approved Drawings, AWS D1.1 -2000, AISC and the 1997 Uniform Building Code. The inspections program presented should be thought of as a "Go — No Go" program for the structural steel already fabricated and erected, which occurred without special Inspection within the fabrication facility. Should the inspections exhibit compliance with the requirements outlined, then no additional connections "previously concealed" need to be examined. Should anomalies be recorded during the inspections, then all additional connections shall be required to be opened for inspection, as required by the City of Tukwila. Should you have any questions, please do not hesitate to contact me. If this program meets with your approval please provide your acknowledgment to our office as soon as possible, so that we may proceed with the inspection program without further delay. Very best regards, OTTO SENAU & ASSOCIATES, INC. CRM: JRP. cm Charles R. Miodzik, AWS -CW General Manager, Technical Director Geotechnioal Engineering, Construction Inspection 8 Materials Testing 6747 M. L X ng Way South, Seattle, Washington 98118-3216 USA Tel: (206) 72$4600 • Toll Free: (888) OTTO-4-US • Fax (206) 723 -2221 WBE W2F5913884 • WABO Registered Agency • A2LA Accredited laboratory • Wobsite: www.ottoroewnau.com Copy: Mr. Jason Hill PE, Poggemeyer Design Group OTTO ROSENAU ASP ^r:SS PAGE 02 orro ROSENAU ASSOCIATES, INC. Post -H' Fax Note 7671 Da s f 'GO !Ares / To4#116k i%1I— f) Z.1g Frcal 1 t..( Co./Dept. Co. rommi w Phone # Fax 11 e,,;, yZ-3 z ZZ j Fax 0 12/20/2001 14:43 20672322 OTTO ROSENAU ASS ^CSS t r-ao - e t 1: b4PM FROM 1GGEMEYER * DESIGN d2S8284850 _____ ■ �, i•■ iii i ieii■ ■ - - _ _, __.. . !!U � 'IU111l1-iiI1! 'I ! li lii_ ___l. _1__._ _ didII4i. __ _ .. I c I r t ' �� I i i f 1 ! J!! ' ® "IIII MI , I 111 L , u „ �� .�,,�� ! .. � , IIIIII�III ��� [1IIII1IJlijIIIIIII! �IIII IIII hI�IIIY , I!!kIII N !!!H i !! ' _ ---7' a1 :!� • . ____ ■a::� ��lllltht�tttllll!�I�I~ I I�IiII!I �t� ' == - '; ,_ �- - 1111 I I R f .— 1 II�E b _ rt .w i 1 �■� �,,t, _I1 x I II ors .w. i y ,� -� I WO ■�1 '.� 111 ±��!� 1;.. X11'' ��` ', '1111:1111111 * �� �.• :r �l IJIIIIjE:__1 TE!1Ih I I 1IIijIIH jlljj II jj I1 1�`: ''��. 0 iii, ,:.i.r • giblOommew PAGE 03 P. 1 millimmaiiimimpoompoamiwa :taws �■■ �� 11mim �p /tom ` Mmo■ IffigamilmnommommOdftrita LIMO _ "i Irr�w M t I 101 IIIIC' ::_,. ,I rI r �i� iii pip .iqui ; 1:�,�� 11: w 11111141E*90,1 44r II = VIII ■• 1I II1h �1 :III 1. _ ..� I�':�k ' t w �\ �1G1 1 '1.a -41111 r 11111111111 1.'E !!IIIII111111111 u i flfl . C \ ',-=� PI P P P i 1 11181, . 1, I w K oft 4 T it 0 0 0 0 0 _ 12/20/2001 14:43 206723222' OTTO ROSENAU ASFrICSS PAGE 04 x Owner x Contractor x Architect x Building Dept. x Engineer 1 Report Number. 014 Inspection(s) Performed: Structural Steel ErectionlWelds Project Address: Client Contractor Inspector and Date D. Graham 12 -6-01 Conies to: Form No.: F -104 Revised: 12/11/01 0, f0 ROSENAU & ASLJCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom CONSTRUCTION INSPECTION REPORT DEC 18 2001 Permit Number ` 001 -091 V LOP 1 i`i T Job Number: 01-479 Architect Dow Fletcher & Assoc. Engineer. Poggemeyer Design Group Remarks On site to perfomi special inspection on fiieid weiding of structural steel per approved drawing revisions, AWS D1.1, AISC, UBC and job specifications. Performed re- inspection on 2 floor framng per RFI 00095, item #1. Connecting plate(s) to tube steel beam had to be notched due to the raising of tube steel beams. This was performed at all locations on 2 floor framing. Performed re- inspection on elevator shaftframing per RFI 00095, item #2. Welds and workmanship were found to be in conformance. 7 1 /7/,,VA: - Reviewed by: ' iV% ✓'���.Lt�i� - �> This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888- OTTOr4US - Fax (206) 723-2221 x Owner x Contractor x Architect x Building Dept. x Engineer Report Number: 013 Inspection(s) Performed: Structural Steel ErectionNVelds Project Address: Client Contractor. Inspector and Date 0. Johnston 11 -28-01 Copies to: 0 10 ROSENAU & ASbJCIATES, INC Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • 3 =2f2r WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • e s 'e': wwwo orosenau.com CONSTRUCTION INSPECTION REPORT DEC 1 1 2001 COMMUNITY DEVELOPMENT Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom Permit Number. Job Number Architect Engineer. Remarks 001 -091 01-479 Dow Fletcher & Assoc. Poggemeyer Design Group 1 Returned for re- inspection of the welded and bolted 2" floor beam connections. All bolted connections had washers behind the nuts. Visual inspection of the welded connections found to be according to plans except for one plate that was not welded at all. The location was line 12 at E -back side. Welding performed by WABO certified welder. Beiifeeel+. £' es /Uc-& Cc 4; Reviewed by: e e "/ - This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Form No.: F -104 Revised: 11/29/01 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer Inspected the resteel and placement at Job Number: I 01 -479 I Report Number: I 011 I Permit Number: J DO1 -091 Test Date Project: Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer: Poggemeyer Design Group Client: H2 Hotel LLC Contractor Axiom Construction Services Date: 11 -1 -01 Inspector: D. Helgeson Inspected the resteel and placement at Pour strips at 9 to 10 lines and B to G lines. Also 18 to 19 lines and B to I lines. Also 4 cylinder column bases (2) on 12 line J line and K line (2) on 14 line J line and K line Resteel is grade I 60 I , as specified, from Nucor, Cascade Placement Data Batch Weijhts WIC Ratio: Supplier: Miles Cement (saddtype/Ibs.): I /II 460# Mix Number: 6400F Fine Agg. (lbs.): 1400# Admixtures (specify) Max Slump Allowed: 5" Coarse Agg. (size/lbs.): 1860# 7/8" 6x12 Total Yards Placed: 20 Coarse Agg. (size/lbs.): 180,330 Placed Via: Pump Coarse Agg. (size /lbs.): Vibrated: Yes Fly Ash (lbs.): 80# Specified Strength (psi): 4000 Water (lbs./p1): 190# 6x12 Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1084 Ambient Temp Truck No. Ticket No. Cast Samples: 1 -4 10 5" 60° 50° 018 414301 — Cast Samples: Cast Samples: X Weather: Overcast Slump Range: I 5" ! Date Samples Picked Up: 111 -2 -01 Comments 1 Other ASTM Methods Used: j 1 Conforms I X I Does Not Conform Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 11 -8 -01 7 6x12 28.29 29.29# 132,040 4670 ASTM C 39 X 2 11 -29-01 28 6x12 28.24 29.31# 180,330 6390 ASTM C 78 3 11 -29-01 28 6x12 28.24 29.28# 178,500 6320 ASTM C 109 4* Compressive X Flexural I Conforms ] x Does Not Conform - hr - r , C VIYti'riV:' , : f 1 DEVELOPME Discarded Conies to: Form No.: T -102 Revised: 11/30/01 0 TO ROSENAU & ASaJCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle. Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottcrosenau.com CONCRETE REPORT TEST RESULTS Reviewed by: 1. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 Job Number: 01-479 Re.ort Number: 001 Permit Number. 001 - 091,', v x Contractor x Project: Comfort Suites x Architect: Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer: Poggemeyer Design Group Contractor. Axiom Const. Services Client: H2 Hotel LLC 1 11 -12 -01 Date: 11 -5-01 2x2 4 Inspector: D. Johnston 22,260 5570 ASTM C 39 Grout Sampling Of non -shrink grout under grout to be used has new pallet of grout was , as s•ecified, from (ASTM C 1019) 34 column bases in the south half of building. It was found that the and expiration date of 12-00. The contractor was advised not to use it. A sent out Observed the grouting of 28 2x2 Resteel is grade I .63# 35,870 Grout Supplier: ASTM C 109 Target Grout Preparer. Grout Descri •tion: Mix No./T .e: Method of Consolidation: 2x2 4 Grout Slump: Required psi: 3000 Samples Cast: 8780 1 -3 Weather: Very pleasant when wind stopped. Ambient Temp: Date Samples Picked Up: ( 11-6 -01 Comments Other Standards Used: ( Conforms x Does Not Conform L� x Owner x Contractor x Architect x Building Dept. x Engineer Age (Days) 1 • Discarded Conies to: Form No.: T -106 Revised: 02/01 Ydrr r..f s DEC 1121 COrr'MuN , r DEVELOPMENT 0 1 TO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South. Seattle, Washington 98118 -3216 USA Tel: (206) 725 - 4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com GROUT UNDER COLUMN REPORT Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 GROUT AND MORTAR Size (In.) COMPRESSION Area (Sq.In.) Weig TEST RESULTS Max Load (lb.) Strength (psi) Tested in general accordance with Specimen No./Type Test Date Age (Days) 1 11 -12 -01 7 2x2 4 .65# 22,260 5570 ASTM C 39 2 12 -3 -01 28 2x2 4 .63# 35,870 8970 ASTM C 109 X 3 12 -3-01 28 2x2 4 .64# 35,110 8780 ASTM C 1019 4• L Conforms I X Does Not Conform • Discarded Conies to: Form No.: T -106 Revised: 02/01 Ydrr r..f s DEC 1121 COrr'MuN , r DEVELOPMENT 0 1 TO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South. Seattle, Washington 98118 -3216 USA Tel: (206) 725 - 4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com GROUT UNDER COLUMN REPORT Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 Job Number. I 01-479 f Report Number. I Permit Number. j 001 -091 '/'k x Architect x Building Dept. x Project Comfort Suites 1 11 -13-01 Architect: Dow Fletcher & Associates 12 -4-01 Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group 4 Client H2 Hotel LLC 48,060 12,020 ASTM C 109 Contractor. Axiom Const Services 3 Date: 11-6 -01 28 2x2 4 Inspector. 0. Johnston 47,500 11,880 ASTM C 1019 Grout Sampling (ASTM C 1019) Observed the grouting of Of non -shrink grout under 23 column bases in the south half of building Resteel is ! rade , as specified, from Grout Supplier. Target Grout Preparer. Mix No./Type: Grout Description: Method of Consolidation: Grout Slump: Required psi: 3000 Samples Taken: 1 -3 Weather. Overcast Ambient Tern .: Date Samples Picked Up: 11 -7 -01 I Conforms I x Does Not Conform Comments Other Standards Used: j I Conforms I x Does Not Conform J x Owner x Contractor x Architect x Building Dept. x Engineer 1 11 -13-01 Specimen No./Type Test Date Age Da s 7 Size In. 2x2 Area S. In. 4 Wei' ht .64# Max Load lb. 38 060 Strength (psi) 9520 Tested in general accordance with ASTM C 39 1 11 -13-01 2 12 -4-01 28 2x2 4 .64# 48,060 12,020 ASTM C 109 X 3 12-4 -01 28 2x2 4 .64# 47,500 11,880 ASTM C 1019 I Conforms I x Does Not Conform F t at OOMMUNi T Y DEVELOPMENT Copies to: Form No.: T -106 Revised: 02/01 0 f0 ROSENAU & ASSJCIATES, INC Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 - 2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com GROUT UNDER COLUMN REPORT GROUT AND MORTAR COMPRESSION TEST RESULTS Reviewed by: (( This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 x Owner x Contractor x Architect x Building Dept. x Engineer Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South. Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • TdE Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com RECEIVED DEC 0 6 2001 E P Project: Comfort Inn Suites Permit Number. D01 -091 D LOMENT i► Address: 7200 Fun Center Way, Tukwila Job Number: 01-479 Client: H2 Hotels, LLC Architect: Dow Fletcfi & Assoc. Contractor. Axiom Engineer: Poggemeyer Design Group Report Number: 011 Inspection(s) Performed: Structural Steel ErectionNVelds Inspector and Date Copies to: 0'i 10 ROSENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION REPORT Remarks D. Graham On site at Monroe Welding to perform special inspection per AWS D1.1, approved revision and job 11 -12 -01 specifications. Performed ultrasonic and visual weld inspection on the following beam 26F. Please see UT report #01 for locations and results Conforms Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723-2221 Form No.: F -104 Revised: 11/16/01 x Owner x Contractor x Architect x Building Dept. x Engineer 111111■1111e Report Number: 012 Inspection(s) Performed: Structural Steel Erection/Welds Project: Address: Client: Contractor. Inspector and Date R. Schaefer 11 -26-01 Copies to: 0 ro ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South. Seattle. Washington 98118 -3216 USA Tel: (206) 725 -4600 • To8 Rm.: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agencw • A2LA Accredited Laboratory • Website: www.ottorosenau. corn Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Architect Engineer: Remarks Reviewed by: RECEIVED I.0 0 6 2001 D01 -091 ■ • MMUNITY 01-479 Dow Flet er & Assoc. Poggemeyer Design Group VELOPMENT Reference: Poggenmeyer Design drawings S12/1, S11/18, 20. Arrived at site to perform preliminary in progress weld and bolting inspection of the 2 floor steel framing. Verified WAVO credentials of the site welder, Mr. Billy H. Eckles. #ECK -55 -9247, exp 4 -1-02. Discussed with Axiom general foreman and bolting crew the job requirements for the AST< A325 high strength bolts. Several of the bolted connections are mis- aligned. Axiom stated they have verbal approval to weld the mis - aligned connections in lieu of bolting. Written RFI to be available at next inspection. Work is in progress. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723 Form No.: F -104 Revised: 11/29/01 Item Inspected p Ar fium uopr3IPUI tn6ual ipdaa Distance From X A ttl03 j aauau1O sal A nulWa s D jazzy I 1 pa ray I Beam splice piece marked 26F; 3 welds 54 Engineer: Poggemeyer Design Group Client H2 Hotell LLC Contractor. Axiom Const Services X 11 -12 -01 Technician: 0. Graham 4 Governing Code: AWS D1.1. Sec. 6 Instrument Mfg.: Krautkramer Model # US Nock Deg. 0 g hype; Size 1.00" DSC Frequency 2.25Mhz Procedure No.: Transducer Mfg. [x j Straight (Single) Technician Si•nature//Level: 0. Graham Lev QC 1 Reviewed by `' %, .. --'' . — 87091261 l r R SCFLtEFEB c W I [ j Straight (Dual) 0 Mhz. [x I Shear 70° .625x.75 2.25Mhz. Couplant type: Cellulose [x I Water Based [ j Oil Based [ I Other Job Number: 1 01-479 I Report Number: I 001 Permit Number I 001 -091 Project Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer: Poggemeyer Design Group Client H2 Hotell LLC Contractor. Axiom Const Services Date: 11 -12 -01 Technician: 0. Graham ail Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South. Seattle. Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 COMMUNITY WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau . com DEVELOPMENT ULTRASONIC WELD TESTING REPORT This for pItcable to Statically an CycL cally Loa Non - tub ular St ructures. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: F -111 Revised: 02101 0 i TO ROSENAU &ASSOCIATES, INC Page 1 of 1 Job Number. I 01-479 j Report Number: [ 001 I Permit Number: 1 D01 -091 Owner Project Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Architect , Engineer: Poggemeyer Design Group Contractor. Axiom Const. Services Client H2 Hotel LLC Date: 11 -5-01 Inspector: D. Johnston Grout Sam • lin • (ASTM C 1019) Observed the grouting of Of non - shrink grout under 34 column bases in the south half of budding. It was found that the grout to be used has and expiration date of 12 -00. The contractor was advised not to use it. A new pallet of grout was sent out Resteel is grade , as specified, from 22,260 Grout Supplier. Target Grout Preparer. Grout Description: Mix No./Type: Method of Consolidation: Grout Slum•: Samples Cast: 1 -3 Required psi: 3000 Weather: Very pleasant when wind stopped. Ambient Temp: Date Samples Picked Up: 1 11-6 -01 Comments X Other Standards Used: L ( Conforms x ( Does Not Conform I x Owner x Contractor x Architect x Building Dept. x Engineer 1 11 -12 -01 Specimen No./Type Test Date Age (Days) Size (In.) Area (S9.In.) Weight Max Load (lb.) Strength (p Tested in general accordance with 1 11 -12 -01 7 2x2 . 4 .65# 22,260 5570 ASTM C 39 ASTM C 109 X ASTM C 1019 I Conforms T Does Not Conform DEC ',C "x;001 COtaiwtJNITY n�VELO O TO ROSENAU & ASSOCIATES INC Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South. Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com GROUT UNDER COLUMN REPORT GROUT AND MORTAR COMPRESSION TEST RESULTS Cooies to: Form No.: T -106 Revised: 02/01 Reviewed by: Page 1 of 1 ' - • , i • -'� . • .,.r • This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Job Number: [ 01-479 ( Number: 002 ' Permit Number: 001 -091 Contractor x Architect x Building Dept. x Project: Comfort Suites 1 11 -13-01 Architect: Dow Fletcher & Associates 2x2 Address: 7200 Fun Center Pkwy, Tukwila Engineer: Poggemeyer Design Group Contractor. Axiom Const. Services 38,060 Client: H2 Hotel LLC Date: 11-6 -01 Inspector. D. Johnston Grout Samplincl(ASTM c 1019) ASTM C 109 Observed the grouting of Of non -shrink grout under , as specified, from 23 column bases in the south half of building Resteel is • rade Grout Supplier: Target Grout Pre Grout Description: • arer. • • Mix No./Type: Method of Consolidation: Grout Slum Samples Taken: 1 -3 Required psi: 3000 Weather: [ Ambient Temp: Date Samples Picked Up: 1 11 -7 -01 Comments Other Standards Used: ( 1 Conforms Does Not Conform F x Owner x Contractor x Architect x Building Dept. x Engineer 1 11 -13-01 Specimen No./Type Test Date Age (Days) Size (In.) Area (Sq.In.) Max Load (lb.) Strength (psi) Tested in general accordance with 1 11 -13-01 7 2x2 4 _Weight .84 38,060 9520 ASTM C 39 ASTM C 109 X ASTM C 1019 Conforms I Does Not Conform i Copies to: G DEVELOPMEN Form No.: T -106 Revised: 02101 Q i fO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South. Seattle. Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO - - • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com GROUT UNDER COLUMN REPO ROUT AND MORTAR COMPRESSION TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 Job Number: I 01-479 [ Report Number: I 010 I Permit Number. ( 001 -091 Owner Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 10 -19-01 Inspector. D. Reid Inspected the resteel and placement at For shear walls along E, from 3.5 to 4.5; along F from 3.5 to 4.5; along 7 from B to D.5; along 11 from C.9 to E.6; plinths at 9 and H and 6 and H; closure strip, sections along 9.5 between E and F along 18.5 between E and F. All resteel per city approved plans and specs. and RFI Resteel is ! rade 60 as s • ecified from Nucor, Cascade Placement Data Batch Weights 117,700 Supplier: Miles Cement (sack/type/lbs.): I /II 460# Fine A!! lbs. : 1456# W/C Ratio: 0.42 Admixtures s • • i Mix Number. 6400F Max Slump Allowed: 5'/:" Coarse Agg. ( size/lbs.): 3324# 7/8" Coarse A; ! . size/lbs. 45.2 oz. Polyheed Total Yards Placed: 30 Placed Via: Pump Coarse Agg. (size/lbs.): 153,630 Vibrated: Yes Fly Ash (lbs.): 53.9# Water lbs. /•al : 18.2 !al 28 S. - ifled Stren. h •sl : 4000 Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1064 67° Ambient Temp 52° Truck No. 050 Ticket No. Cast Samples: 1-4 20 5" Cast Samples: Cast Samples: Compressive X Weather: I Rain j Slump Range: 1 Date Samples Picked Up: I 10 -22 -01 Comments Embeds inspected per 1/S12- contractor to fax RFI on wall extension at 11 and E.6 Other ASTM Methods Used: I Conforms I X I Does Not Conform I 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer 1 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (S q.ln.) Weight Max Load (Los.) Strength (psi) Tested in general a ccordancewith 1 10 -26-01 7 6x12 28.09 29.41# 117,700 4190 5440 ASTM C 39 ASTM C 78 X 2 11 -16-01 11 -16-01 28 6x12 28.22 29.25# 153,630 3 28 6x12 28.22 29.31# 155,510 5510 ASTM C 109 4* Compressive X Flexural I Conforms I X Does Not Conform 'Discarded Copies to: Form No.: T -102 Revised: 11/20/01 COIVltwUNITY DEVELOPMENT SULTS This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 01 TO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 - 2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com CONCRETE REPORT Reviewed by: 1 Project Address: Client Contractor. Inspector and Date E. Pierre 10 -31 -01 • Report Number: 010 Inspection(s) Performed: Epoxy Grouting Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom 0'l i 0 ROSENAU & ASJCIATES, INC. Geotechnicai Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • WREti rlp�t�t�m CONSTRUCTION INSPECTION REPORT n YY 11GG lL Permit Number: Job Number: Architect Engineer: NOV 2 0 2001 DEVELOPMENT 001 -091 01-479 Dow Fletcher & Assoc. Poggemeyer Design Group Remarks (16)'/. all thread, 10' embed, front entry line J.3x12.5 and 13.8 line K.5x12.5 and 13.8. (5) % all thread, 4' embed line F /16. (3) % all thread, 4' embed line F.5 and 8 (2) % all thread, 4' embed line 1 /6. Conforms Reviewed by: This report applies only to the items tested or repotted and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723-2221 Form No.: F -104 Revised: 11/05/01 Owner x Contractor Architect x Building Dept. x Engineer Project Address: Client Contractor. Inspector and Date E. Pierre 10 -31 -01 • Report Number: 010 Inspection(s) Performed: Epoxy Grouting Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom 0'l i 0 ROSENAU & ASJCIATES, INC. Geotechnicai Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • WREti rlp�t�t�m CONSTRUCTION INSPECTION REPORT n YY 11GG lL Permit Number: Job Number: Architect Engineer: NOV 2 0 2001 DEVELOPMENT 001 -091 01-479 Dow Fletcher & Assoc. Poggemeyer Design Group Remarks (16)'/. all thread, 10' embed, front entry line J.3x12.5 and 13.8 line K.5x12.5 and 13.8. (5) % all thread, 4' embed line F /16. (3) % all thread, 4' embed line F.5 and 8 (2) % all thread, 4' embed line 1 /6. Conforms Reviewed by: This report applies only to the items tested or repotted and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723-2221 Form No.: F -104 Revised: 11/05/01 Job Number. ] 01-479 Report Number: 1 009 I Permit Number. ] DO1 -091 Owner Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center P , Tukwila En! ineer. Po! ! eme er Desi • n Grou • Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 10 -11 -01 , Inspector R. Bogie Ins • ected the resteel and • lacement at Wall at 5 line I to K tine 5 to 9 line rebar as • er a. • roved plans 10 -18-01 Resteel is . rade 60 , as s • ecified, from Nucor, Birmingham Placement Data Batch Wei3hts 29.33# Supplier Miles Cement (sack/type/lbs.): I /II 460# Fine Agg. (lbs.): 1400# W/C Ratio: Admixtures (specify) Mix Number. 6400F Max Slump Allowed: 5' Coarse Agg. (size/lbs.): 1860# 7/8' Coarse Agg. (size/lbs.): Coarse Aug. (size/lbs.): MB Polyheed Total Yards Placed: 26 Placed Via: Pump Vibrated: Yes Fly Ash (lbs.): 80# 162,280 SpecMed Strength (psi): 4000 Water (Ibs. /gal): 290# Sampling and Casting of Samples ASTM C 172, C 31 Cubic • Yards Slump C 143 Air % C 231 Conc. Temp C 1064 Ambient Temp Truck No. Ticket No. Cast Sameles: 1-4 10 5' 67° 46° 052 111278 Cast Samples: Cast Samples: Compressive X Weather: Partl cloud rain Slum. Ran .! e: 4 " -5" Date Samples Picked U•: 10 -12 -01 Comments Other ASTM Methods Used: Conforms X Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer 1 Specimen Number Test Date Field Cure Age Da s Size In. Area S • .In. Wei • ht Max Load Lbs. Strength • si Tested in general accordance with 1 10 -18-01 7 6x12 28.32 29.33# 130 4610 ASTM C 39 2 11 -8 -01 28 6x12 28.29 29.16# 162,280 5740 ASTM C 78 3 11 -8-01 28 6x12 28.29 29.19# 163,060 5760 ASTM C 109 4 Compressive X Flexural Conforms j X Does Not Conform TEEEINTEEi DEVELOPMENT 'Discarded Copies to: Form No.: T -102 Revised: 11/13/01 ROSENAU & AKJCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com CONCRETE REPORT TEST RESULTS Reviewed by: � �� - �-� -� : t This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 Job Number. � 01-479 I Report Number: I 011 1 Permit Number. I 001 -091 ., Owner Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group Client H2 Hotel LLC Contractor Axiom Construction Services Date: 11 -1 -01 Inspector. D. Helgeson Inspected the resteel and placement at Pour strips at 9 to 10 lines and B to G lines. Also 18 to 19 lines and B to I lines. Also 4 cylinder column bases (2) on 12 line J line and K line (2) on 14 line J line and K line Resteel is t rade 60 as s • ecified, from Nucor Cascade Placement Data Batch Weights W/C Ratio: Su..tier: Miles Cement sack/I •e/Ibs.: I /II 460# Mix Number. 6400F Fine Agg. (lbs.): 1400# Coarse Agg. (size/lbs.): 1860# 7/8' Admixtures (specify) Max Slump Allowed: 5' Total Yards Placed: 20 Coarse Agg. (size /lbs.): Coarse Agg. (size /lbs.): Placed Via: Pump Vibrated: Yes Fly Ash (lbs.): 80# ASTM C 78 Specified Strength (psi): 4000 Water (lbs. /sal): 190# Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards 10 Slump C 143 5' Air % C 231 Conc. Temp C 1064 60• Ambient Temp 50° Truck No. 018 Ticket No. 414301 Cast Samples: 1-4 Cast Samples: Cast Samples: Weather: Overcast Slum. Ran! e: 5' Date Samples Picked Up: 11 -2 -01 Comments Other ASTM Methods Used: I Conforms X Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer 1 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 11 -8 -01 7 6x12 28.29 29.29# 132,040 4670 ASTM C 39 X ASTM C 78 ASTM C 109 X Compressive Flexural L Conforms Does Not Conform TIEUEIVED COMMUNITY DEVELOPMENT Copies to: Form No.: T -102 Revised: 11/14/01 0'I i'0 ROSENAU & ASS)CIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com CONCRETE REPORT EST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 Job Number. I 01-479 ( Report Number. ( 007 I Permit Number: ( 001 -091 Owner Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group Contractor. Axiom Construction Services Client: H2 Hotel LLC Date: 9 -28 -01 Inspector. M. Ruoff /J. Abson Engineer Inspected the resteel and placement at PT #11 slab, all discrepancies corrected prior to concrete placement. Please see report dated 9 -29 -01 10 -3 -01 Resteel is grade j 60 I , as specified, from Nucor, Birmingham and Cascade Batch Wei hts Placement Data Supplier: Miles Cement (sack/typefbj: I /II 460# Fine Agg. (lbs.): 1471# Coarse Agg. (size/lbs.): 1889# 7/8' W/C Ratio: Admixtures (specify) 45.5 oz Poly Mix Number. 6400E Max Slump Allowed: 7' Total Yards Placed: Coarse A1g. (size/lbs.): Placed Via: Pump Coarse Agg. ( size/lbs.): Vibrated: Yes Fly Ash (lbs.): 80# 28.34 Specified Strength (psi): 4000 Water (Ibs. /gal Cubic Yards ) : Slump C 143 17.3 gal. Air % C 231 Conc. Temp C 1064 Ambient Temp Truck No. Ticket No. Sampling and Casting of Samples ASTM C 172, C 31 Cast Samples: 1-6 22 6 W 4250 72° 729 409275 Cast Samples: 7 -12 162 6W 29.58# 76° 1 105 409327 3 Weather: j Sunny Stump Range: Date Sam ' les Picked Up: T9 -29 -01 Comments 6x12 Other ASTM Methods Used: Conforms X Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer X 6 Specimen Number Test Date Field Cure X Age (Days) 5 Size (In.) 6x12 Area (Sq.ln.) 28.26 Weight 29.47# Max Load (Lbs.) 109,360 Strength (psi) 3880 Tested in general accordance with ASTM C 39 X 6 10 -3 -01 12 10 -3 -01 X 5 6x12 28.26 28.98# 98,370 3480 ASTM C 78 1 10 -5 -01 7 6x12 28.34 29.71# 134,010 4730 ASTM C 109 7 10 -5 -01 7 6x12 28.34 29.18# 120,470 4250 2 10 -26-01 28 6x12 28.09 29.58# 164,270 5850 Compressive X 3 10 -26-01 28 6x12 28.09 29.75# 162,010 5770 Flexural 8 10 -26-01 28 6x12 28.09 29.14# 153,220 5450 9 10 -26-01 28 6x12 28.09 29.85# 153,050 5450 10* I Conforms I Does Not Conform 0, TO ROSENAU & AS,.JCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing =MEW —.— D 6747 M. L. King Way South, Seattle. Washington 98118 -3216 USA 00 Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 BE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com DEVELOPMENT CONCRETE REPORT • __ *Discarded Copies to: Form No.: T -102 Revised: 10/29/01 TEST RESULTS Reviewed by: /I This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 Job Number. I 01-479 1 Report Number: ] 008 1 Permit Number: Do1 -091 Test Date Project Comfort Suites Hotel Architect Dow Fletcher & Associates Address: 7200 Fun Center Way, Tukwila Engineer. Poggemeyer Design Group Client H2 Hotel LLC Contractor. Axiom Date: October 2, 2001 Inspector: Jerry Abson, Mike Galanger Inspected the resteel and placement at Pour #2 and #3 PT Decks. All discrepancies corrected prior to concrete placement. See Report dated 9/28 and 10/01 Resteel is grade I 60 I , as specified from Nucor, Birmingham and Cascade Placement Data Batch Wei ! hts Supplier: Miles Cement (sack/type/lbs.): I /II 460# Fine Agg. (lbs.): 1390# W/C Ratio: Admixtures (specify) Mix Number. 06400F Max Slum • Allowed: 7' Coarse A! •. size/lbs.: 718', 1860# 45oz Pol heed Total Yards Placed: 508 Coarse Agg. (size/lbs.): Coarse Agg. (size /lbs.): 15oz FC -3000 Placed Via: Pump Vibrated: Yes Fly Ash (lbs.): 80# 101,680 Specified Strength ( psi): 4.000 Sampling and Casting of Samples ASTM C 172, C 31 Water (tbs. /gat): 262 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1084 Ambient Temp Truck No. Ticket No. Cast Samples: 1 —6 62 5W NT 61° 49° 63 409755 Cast Samples: 7 —12 240 6' NT 66° 59° 33 409840 Cast Samples: 13 - 18 369 5 % NT 69° 71° 50 409891 Cast Samples: 19 — 24 465 6' NT 72° I 74° 47 409930 Weather: I Foggy into Clear and Sunn Slum • Ran • e: 5 W — 6 W Date Samples Picked Up: 110 -3 -01 Comments 29.81# Other ASTM Methods Used: Conforms X ` Does Not Conform I Specimen Number Test Date Field ' Cure Age (Dabs) Size (In.) Area (Sq.ln Weight Max Load (Lbs.) Strength . (psi) Tested in general accordance with 5 10 -5 -01 X 3 6x12 28.34 29.60# 92,640 3270 ASTM C 39 '----- X 11 10 -5 -01 X 3 6x12 28.34 29.60# 101,680 3590 ASTM C 78 17 10 -5 -01 X 3 6x12 6 x12 28.34 28.34 29.62# 29.79# 82,340 93,120 2910 3290 ASTM C 109 23 10 -5 -01 X 3 1 10 -9 -01 7 6x12 28.41 29.80# 129,810 4570 Com • ressive X 7 10 -9 -01 7 6x12 28.41 29.68# 133,840 4710 Flexural 13 10 -9 -01 7 6x12 28.41 29.81# 141,730 4990 x Owner x Contractor x Architect x Building Dept. x Engineer 01 10 ROSENAU & ASL)CIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing ifteeterflED 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA N OV 0 0 ^001 Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 D EVELOPMENT CONCRETE REPORT See attached for additional test results Conies to: WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Form No.: F -102 Revised: 10/30/01 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 19 10 -9 -01 7 6x12 28.41 29.89# 153,090 5390 ASTM C 39 X 2 10- 30-01 28 6x12 28.27 29.89# 149,350 5280 ASTM C 78 3 10 -30-01 28 6x12 28.27 29.85# 163,900 5800 ASTM C 109 4* 8 10 -30-01 X 28 6x12 28.27 29.59# 135,430 4790 Compressive X 8 10 -30-01 28 6x12 28.27 30.03# 163,340 5780 Flexural 9 10 -30-01 28 6x12 28.27 29.84# 156,430 5530 10* _ 12 10 -30-01 X 28 6x12 28.27 29.79# 148,770 5190 14 10 -30-01 28 6x12 28.27 29.70# 171,490 6070 15 10 -30-01 28 6x12 28.27 29.99# 171,940 6080 16* 18 10 -30-01 X 28 6x12 28.27 29.64# 138,480 4900 20 10 -30 -01 28 8x12 28.27 30.06# 173,720 6150 21 10 -30 -01 28 6x12 28.27 29.59# 171,580 6070 22* 24 10 -30-01 X 28 6x12 28.27 29.63# 150,810 5330 RECEIVED NOV 0 6 2001 D EVELOPMENT Job Number: 01-479 I Report Number: E 008 I Permit Number. I D01 -091 Project Comfort Suites Hotel *Discarded I CONCRETE REPORT I Date: TEST RESULTS OTTO ROSE]'. U & ASSOCIATES, INC I 10 -2 -01 1 Conforms I x I Does Not Conform I This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 2 of 2 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1- 888 - OTTO -4-US — Fax (206) 723 -2221 Job Number. I 01-479 J Report Number: I 010 J Permit Number: J DO1-091 Owner Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group Client H2 Hotel LLC Contractor: Axiom Construction Services Date: 10 -19-01 Inspector. D. Reid X Inspected the resteel and placement at For shear walls along E, from 3.5 to 4.5; along F from 3.5 to 4.5; along 7 from B to D.5; along 11 from C.9 to E.6; plinths at 9 and H and 6 and H; closure strip, sections along 9.5 between E and F along 18.5 between E and F. All resteel per city approved plans and specs. and RFI Resteel is grade I 60 I , as specified, from Nucor, Cascade Placement Data Batch Wei3hts W/C Ratio: 0.42 Supplier. Miles Cement (sack/type/lbs.): VII 460# Mix Number. 6400F Fine Agg. (lbs.): 1456# Coarse Agg. (size/lbs.): 3324# 718' Admixtures (specify) 45.2 oz. Polyheed Max Slump Allowed: 5 Vi Total Yards Placed: 30 Coarse Agg. (size/lbs.): Coarse Agg. (size/lbs.): Placed Via: Pump Vibrated: Yes Fly Ash (lbs.): 53.9# Specified Strength (psi): 4000 Water (lbs. /gal): 18.2 gal Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards 20 Slump C 143 5' Air % C 231 Conc. Temp C 1084 67° Ambient Temp 52° Truck No. 050 Ticket No. Cast Samples: 1-4 Cast Samples: Cast Samples: Compressive X Weather: j Rain Slump Range: Date Sam •les Picked U.' 10 -22 -01 Comments Embeds ins • eced • er 1 /S12- contractor to fax RFI on wall extension at 11 and E.6 Other ASTM Methods Used: Conforms X Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer X 1 Specimen Number Test Date Field Cure Age (Days) 7 Size (In.) 6x12 Area (Sq.ln.) 28.09 Weight 29.41# Max Load (Lbs.) 117,700 Strength (psi) 4190 Tested in general accordance with ASTM C 39 X 1 10 -26-01 ASTM C 78 ASTM C 109 Compressive X Flexural I Conforms [ Does Not Conform Copies to: MIEBEINEEI DEVELOPM NT Form No.: T -102 Revised: 10/29/01 oil i O ROSENAU & AS JCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com CONCRETE REPORT TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau 8. Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 x Owner x Contractor x Architect x Building Dept. x Engineer Report Number. 009 Inspection(s) Performed: Epoxy Grouting, Resteel Project Address: Client: Contractor. Inspector and Date J. Rabe 10 -16-01 • Conies to: 0'. (0 ROSENAU 8 ASSJCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle. Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited LaboratoR E Q t .t au.com CONSTRUCTION INSPECTION REPORT Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom Permit Number: Job Number: Architect: Engineer. Remarks Reviewed by: OCT 3 0 2001 COMMUNITY DEVELOPMENT D01 -091 01-479 Dow Fletcher & Assoc. Poggemeyer Design Group Inspected installation of 6 each #8 bar into plinths at pool for Red Iron bases. Epoxy is Hitti Hit 150. Depth of embedment IT to 14' (8 min. specified). Holes were clean and dry prior to application. Resteel is grade 60. from Birmingham. Discussed application with structural engineer and was approved as built. Conforms D. Reid/ Resteel for shear walls at along E, from 3.5 to 4.5; along F, from 3.5 to 4.5; along 7, from B to D.5 per city Train J. Reeder approved plans. Resteel for shear wall at along 11, from C.9 to E.5 per city approved plans, and contractors 10 -17 -01 (Jackson) verbal from engineer to extend wail approx. 1' to E.6 and add min. 4 #8 under embed; ref. detail 4/S13, grade 60 Nucor /Cascade. Placement inspector to verify proper installation of embeds per 1/S12. Conforms This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888-OTTO -4-US — Fax (206) 723-2221 Form No.: F -104 Revised: 10/24/01 z zd W O 0 N 0 W= co W W 0 • j a IL2 W Z p Job Number. ( 01-479 T Report Number: I 009 I Permit Number: [ DO1 -091 Owner Project: Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 10 -11 -01 Ins.ector. R. Bole X Inspected the resteel and placement at 1 Wall at 5 line I to K, K line 5 to 9 line rebar as per approved plans 10 -18-01 Resteel is grade 60 , as specified, from Nucor, Birmingham Placement Data Batch Wei • hts Supplier. Miles Cement (sack/type/Ills.): VII 460# Fine At •. lbs. : 1400# W/C Ratio: Admixtures a. - i Mix Number. 6400F Max Slump Allowed: 5' Coarse AgElsizef bs.): 1860# 7/8" MB Polyheed Total Yards Placed: 26 Coarse Agg. (size /lbs.): Coarse Agg. (size /lbs.): Fly Ash (lbs.): 80# Placed Via: Pump Vibrated: Yes S 'edified Stren h • si : 4000 Water lbs. /• aI : 290# Sampling and Casting of Samples _ ASTM C 172, C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1064 Ambient Tern . Truck No. Ticket No. Cast Samples: 1-4 10 5' 67° 46° 052 111278 Cast Samples: Cast Samples: Weather. ( Partly cloudy (rain) Slump Range: 4" -5" Date Samples Picked U.: 10 -12 -01 Comments Other ASTM Methods Used: [ I Conforms I X I Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer X 1 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.In.) 28.32 Weight 29.33# Max Load (Lbs.) 130,510 Strength (psi) 4610 Tested in general accordance with ASTM C 39 X 1 10 -18-01 7 6x12 ASTM C 78 ASTM C 109 Compressive Flexural I Conforms J Does Not Conform O'l (0 ROSENAU & ASSJCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory • Website: www.ottorosenau.com CONCRETE REPORT Conies to: TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: T -102 Revised: 10/23/01 Page 1 of 1 x Owner x Contractor x Architect x Building Dept. x Engineer Report Number: 008 Inspection(s) Performed: Stressing Project: Address: Client Contractor. Inspector and Date J. Rabe 10 -5 thru 9 -01 Copies to: Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom CY - TO ROSENAU & ASS JCIATES, INC Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118-3216 Te1:(206) 725-4600 • Toll Free:1888) OTTO -4 -US • Fax:1206) 723 -2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Architect: Engineer: Remarks Observed the stressing at placement #1, #2 and M. Cables were pulled to strength and measured for elongation. Please see the attached stressing record. Reviewed by: 001 :091 01-479 Dow Fletcher & Assoc. Poggemeyer Design Group This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1- 888 - OTTO -4-US - Fax (206) 723 Form No.: F -104 Revised: 10/16/01 Otto Rosenau and Associates, Inc. Ram #:017 Gauge#:017 PSI:5250 Comfort Stites Hotel Placement #1 Stressing Inspection Program Page Number 1 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer Contractor:Axiom Inspector: Rabe Date:Oct. 5 thru 9, 2001 A B C l D E F ( G ] H] I J K j L M 1 2 Tendon ! Color Len gth Initial Final Elongation 1 actual 3 3/8 Dec. Eqv. actual 1 1 Specified 1 Dec. Egv.17 %lowi 7% High Contonns71Com (YIN) Reading Reading not used Elongation 33/8 specified 3.38 3.14 3.61 _ 3 4 5 6 1 Blue 45 not used 3.381 fires yes yes Start Distributed t run. South to north 2 Blue 45 not used not used 3 318 3.381 3 3/8 3.38 3.14, 3.61 1 Yellow 71 not used not used 5 1/2 5.V 51/2 5.50 5.121 5.12 5.89yes 5.89 2 Yellow 71 not used not used 5 112 5.501 5 1/2 5.50 7 3 Yellow 71 not used not used 5 1/2 5.501 5 1/2 5.50 5.12 5.89 yes 8 4 Yellow 71 not used not used 51/2 5.501 5 1/2 5.50 5.12 5.89 yes 9 5 Yellow 71 not used not used 5 1/2 5.50 5 1/2 5.501 5.12 5.89yes 5.89 5.89 yes yes yes 10 6 Yellow 71 not used ,nab used 5 1/2 5.50 51/2 5.50 5.50 5.12 5.12 11 12 13 14 15 7 Yellow 71 not used not used 5 1/2 5.501 5 1/2 8 Yellow 71 not used not used 5112 5.501 5 112 5.50 5.12 5.89 1 Green 81 not used not used 6 6.00} 6114 6.25 5.81 5.811 5.811 5.811 6.69 6.691Yes 6.69 6.69 yes yes yes yes 2 Green 81 not used not used 6 6.00; 6 1/4 6.25 3 Green 81 not used not used 61/4 6.25 6 1/4 6 114 6.25 6.25 16 4 Green 81 not used not used 6 1/4 6.25 17 18 5 Green 81 not used not used 6 1/4 6.25 6114 6.25 5.81 5.81 6.69 6.69'yes 6 Green 81 not used not used 8114 8.25 81/4 6.25 19 7 8 Green 81 not used not used 6 1/4 6.25 6 114 6.25 5.81 6.69 6.25 5.811 6.69 4 20 21 Green 81 not used not used 6 1/4 6.25 6 1/4 yes I 9 Green 81 not used not used 61/4 6.25 6114 6.25' 5.811 6.69 yes 22 23 24 25 10 Green 81 not used not used 6 1/4 6.25 6 114 6.25 5.811_- 6.69 yes 11 Green 81 not used not used 6 114 6.25 6 1/4 625 5.811 6.69 yes 12 Green 81 not used not used 6 1/4 6.25 6 114 6.25 5.81! 6.69`yes 6.69 yes 6.69yes 6.69 i yes 13 Green 81 not used not used 6 1/41 6.25 6 1 /4' 6.25 5.811 5.811 5.81i 26 14 Green 81 not used not used 6 114+ t 6.25 6 114; 6.25 27 15 Green 81 not used not used 6 1/4 6.25 6 1/4' 6.25 28 16 Green 81 not used not used 6 1/4 6.25 61/4i 6.25 5.81T 6.69:yes 5.811 6.69 yes 1 __ 1 1 1, ! 1 29 30 17 Green 81 not used not used 6 1/4 6.25 6 1/4; 6.25' 18 Green 81 not used not used 6 114 6.25 6 1/41 6.25' 5.81 t 6.69 yes yes yes 31 19 Green 81 not used not used 61/4' 6.251 6114' 6.251 5.811 6.69 5.81; 6.69 5.81 t 6.69 5.811 6.69 32 33 20 Green 81 not used not used 61/4 6.25; 61141 6.25' 21 Green 81 not used not used 61/4 6.25' 6.25 6 1/4 61 4 6 1/22 6.25, 6.25 yes ? + y - es _ _I yes yes_ _ yes ' I ss yes i _ ` _ 34 22 1 Green _ 81 83 not used not used not used 61/4 35 36 Whde not used 6 1/2 6.50?- 6.50 6.05; 6.96 6.96;yes : Wedges fail to seat 2 3 White 83 83 not used not used not used 6 1/2 6.50 6 12∎ 6.50 6.50; 6.50! 6.501 6.501 6.50, 6.506.05' 6.501 6.05 6.051 6.051 6.05; : used barrel anchor jsuccesfully_,_ ___ __ 37 White not used not used 6 1/4 6 -25' 6.25 61/21 6 1/2' 6 1/21 - 61/2 6 1/2! __ _6.96 6.96 38 4 White 83 not used 6 1/4 39 5 White 83 not used not use d 6 1/2, 6 1 /2+ 6.50 6.96'yes - 40 41 42 43 6 White 83 not used not used 6.50 6.50 6.05 6.961yes 6.051` .961res 6 6.96 6.051 6.961 7 White 83 not used not used 6 1/21 8 White 83 not used not used 61/2f 6.50? 6 1/2: 6.501 61 /21 9 White 83 not used not used I 6 1/21 Otto Rosenau and Associates, Inc. Ram #:017 Gauge#:017 PSI:5250 Comfort Stites Hotel Placement #1 Stressing Inspection Program Page Number 1 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer Contractor:Axiom Inspector: Rabe Date:Oct. 5 thru 9, 2001 Otto Rosenau and Associates, Inc. Ram #:017 Gauge#:017 PSI:5250 Comfort Suites Hotel Placement 01 Stressing inspection Program Page Number 2 of NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer Contractor:Axiom Inspector: Rabe Date:Oct. 5 thru 9, 2001 A B C D E F G H I I J K 1 L M 1 2 44 45 Tendon Color Le •- h initial Readin • Final Readi • E • • ation actual Dec. Eqv. actual Specified Elongation 6 112 Dec. Eqv. specified 6.50 7 %low 6.05 6.05 7% Hi gh 6.96 8.96 Caftans? (YIN) yes yes Comments # 10 White 83 not used not used 61/2 6.50 11 White 83 net used not used 61/2 6.50 81/2 6.50 48 12 White 83 not used not used 61/2 8.50 81/2 8.50 6.05 8.98 yes 47 48 13 White 83 not used not used 81/2 6.50 61/2 6.50 6.05 8.96 yes 14 White 83 not used not used 61/2 6.50 61/2 6.50 6.05 6.96 yes 49 15 White 83 not used not used 6 1/2 6.50 6 1/2 6.50 6.50 8.05 6.05 6.96 6.96 yes yes 50 16 White 83 not used not used 61/2 6.50 6 1/2 51 17 White 83 not used not used 81/2 8.50 6 112 6.50 6.05 6.05 8.98 6.96 yes 52 53 54 55 56 18 White 83 not used not used 61/2 6.50 61/2 6.50 19 White 83 not used not used 6 1/2 6.50 6 1/2 6.50 6.05 8.05 6.96 6.96 yes yes 20 White 83 not used not used 6 1/2 6.50 6 1/2 6.50 21 White 83 not used not used 6 1/2 6.50 6 112 6.50 6.05 6.05 6.05 6.96 6.96 6.96 yes es j yes yes 22 White 83 not used not used 6 1/2 6.50 61/2 61/2 6.50 6.50' 57 23 White 83 not used not used 61/2 6.50 58 24 White 83 not used not used 6 1/2 6.50 6 1/2 6.50 6.05 6.96 59 1 Yellow 71 not used not used 5 1/2 5.50 5 1/2 5.50 5.12 5.12 5.89 yes 5.89 60 2 Yellow 71 not used not used 5 1/2 5.50 5 1/2 5.50 61 62 1 Blue 45 not used not used 3 3/8 3.38 33/8 3.38 3.14 3.61 yes i End sdistributed 2 Blue 45 not used not used 3 3/8 3.38 3 3/8 3.38 3.14 3.61 runs 63 64 65 66 67 1 Red 76 not used not used 5 7/8 5.88 5 7/8 5.88 5.46 6.29 5.46 6.29 Start banded runs yes 'west to east yes yes es yes yes yes yes 2 Red 76 not used not used 5 7/8 5.88 5 7/8 5.88 3 Red 76 not used not used 5 7/8 5.88 5 7/8 5.88 t 5.46 6.29 5.46 6.29 4 Red 76 not used not used 5 7/81 5.88 5 7/8 5.881 5 Red 76 not used not used 5 7/8 5.88 5 7/8 5.88[ 5.88: 5.461 6.29 5.46 6.29 5.46 6.29 5.46 6.29 5.461 6.29 68 6 Red 76 not used not used 5 7/8 5.88 5 7/8 69 7 Red 76 not used not used 5 7/81 5.881 5 7/8 5.88j 5.881 5.881 70 71 72 73 8 Red 76 not used not used 5 7/8! 5.88f 5 7/8 5.88 5 7/8' 9 Red 76 not used not used 5 7/8 10 Red 76 not used not used 5 7/8 5.88 5 7/8 5 718 5.88! 5.88; 5.68r 5.461 5.46' 5.46 5.46 6.29 6.29 6.29 • yes 11 Red 76 not used not used 5 7/85.88 74 12 Red 76 not used not used , 5 7/8 5.88, 5 7/8 57/8 1yes 75 13 14 Red Red 76 not used not used • 5 7/8 5.88 5.88j 6.29 6.29 6.29 76 not used not used 5 7 /8i 5.88 5 718 5.881 5.46 5.46' 5.46 5.46. 5.46, 5.46 5.46 5.46 7 6 yes 77 78 15 Red 76 not used not used 5 7/8 5.88 5.881 5 88 5.88 5.88. 5.88 5 718 5.88 yes yes _16 17 Red____ Red - ' 76 not used not used 5 7/8 5 7/8 5 7/8 5 718 5 7/8 5 7/8 5 7/81 5.88. 5.88' 5.88' 79 76 not used { not used 5 7/8T _6.29 , yes 1 80 81 82 18 19 Red 76 not u not used T 5 7/81 5 7/Bl 6. 6.29iyes 629 6.29, -1 Red 76 761not 76I not used used not used 5.88' 5.88 5.88 ` 20 Red Y not used 5 7/8; 5 7/8i yes 83 21 Red not used not used Otto Rosenau and Associates, Inc. Ram #:017 Gauge#:017 PSI:5250 Comfort Suites Hotel Placement 01 Stressing inspection Program Page Number 2 of NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer Contractor:Axiom Inspector: Rabe Date:Oct. 5 thru 9, 2001 Otto Rosenau and Associates, Inc. Ram #:017 Gauge #:017 PSI:5250 Comfort Suites Hotel Placement 11 Stressing Inspection Program Page Number 3 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer ContractorAxiom inspector: Rabe Date:Oct. 5 thru 9, 2001 A B C D E F G H I J K L M Tendon # Color Len. h Initial Final Readin • Readin • Elongation Dec. Eqv. I actual t actual Specified Elongation 5 7/8 6 718 5 7/8 5 7/8 Dec. Egv.17 %towi 7% specified 1 1- 5.881 5.461 5.884 5.461 5.88 5.46 a High1C d /N 1 6.291yes I 6.29 i yos t 84 22 Red 76 not used not used 5 7/81 5.881 85 86 87 88 89 90 91 82 93 23 Red Red 76 76 not used net used not used not used 5 7/8 5 7 /8r 5.88 5.88 24 6.291yes 25 26 Red 76 not used not used 6 6.00 5.88 5. 6.29 yes i 6.29yes ; 6.291yes 6.2 + Red 76 not used not used 6 6.00 5 7/8 5 7/8 5.881 5.461 5.8C 5.461 5.881 5.46, 5.68 5 46 j ' 5.881 5.461 5.881 27 Red 76 not used not used 6 6.00 L 28 29 30 Red Red Red 76 not used not used not used not used 5 7/81 5.88 5 7/8 76 not used 6 6.00 5 718 718 6 6 28 yes 76 not used 6 6.005 6.291.yes 6.291 yes 6.291yes 6.29 'yes 1- 1 31 Red 76 not used not used 5 7/8 5.88 5 7/8 94 95 32 Red 76 not used not used 6 6.00 5 718 5.88 5 7/8 5.88 5 7/8 5 .461 5.881 5.461 5.881 5.461 5.881 33 Red 76 not used not used 5 7/8' 96 97 98 99 34 Red 76 not used not used 5 7/8 35 Red 76 not used not used 5 7/8 5.88 5 7/8 5 7/81 5 718 5.885.46 5.881 5.46: 5.581 5.46. 6.291 yes 6.291yes 6.29_1yes 6.29 ;yes 6.291yes - ' 36 Red 76 not used not used not used 6 1 1 5 718 6.00 5.88 37 Red 76 not used 100 101 102 103 104 38 Red 76 76 not used not used not used 'not used not used not used 5 7/8! 5 7/8F 5 718 5 7/8; 5.88 5 718 5.881 5.8 5.46T 39 Red 5.88 5 718 5 .88 5 7181 5.88, 5 7/8 40 41 Red 76 8 5.46. .2 yes Red 76 not used not used 5 5.46. 6.29;yes 6.29' yes 1 42 43 {Red 44 Red 76 not used not used 6 1 6.00: 5.88; 6.00* 5.88; _ 5.8 _ 8! 5.881 5 718 57/8: ^ 5.88 : 5.46 105 , Red 76 not used not used 57/8 __ 5.88, 5.46' 5.46 5.88' 5.88. 5.46. 6.29'yes 6.29. ye 6.29;yes 6 : 29 ,yes____ 6. 10066 76 76 not used not used 6 5 7/8; 5 7/8? 5 7/8* 5 7/8 5 7/8i -_ - 5 7/8 .- 107 45 46 Red Red not used _l_ not used not used ; � - _.__-- _ - -__._ _- 108 76 not used 109 47 Red 76 not used not used 5 7/8: .88 5.46. 5.5131 5.88 5.4_6 i 110 111 112 48 Red 76 not used not used 6 1 6.00! 5 7/8 6.281yes 5.751yes 5.75Iyes i �'- 1 Red -White 71 not used not used 53/8! 5.38 5.38 5 31e 5.381 53/8; 5.38' 5.001 5.001 5.381_ 5.001 1 13 2 Red -White 71 not used not used 5 3/81 1 3 Red -White 71 not used not used 5 3/81 5.38: 5 3/8 3.38; 53/8 5.75; 5.75 5.751rimes_, -` 5.751yes 5.75 yes_ _ 5- 751yes 5. i 5.yes 5.75yes 5 75 i yes 5.751yes 5.75 i yes _ 5.75 es 114 4 Red -White 71 not used not used 5318 5.38: 5.00 5.381 5.00i _ 5.38' 5 001 115 Red -White Red -White Red -White Red -White Red -White Red -White Red -White 71_ 71 71 not used not used not used 5 1/21 5.50. 5 3/81 116 not used 5 1/2 5.50: 5 31• 53/8: 5 318 , 5 3/8' 3/8. 5 3/8 5 318 1 . 117 118 used not used _5 1/21' not used 5 3/8: not used I 53/8 not used 5 3/8 used used T 5 3/81 5.501 5.38! 5-001 71 71 71 71 - not used not used 5.38' 5.38 5.38: 5.38 5.38 5.381 5.38; 5.38 .38 - 5.001 538' 5 5.38 5.00 5.38' 5 00; 5.38. 5.00: 119 120, used not used jnot not used 121 122' Red-White 71 not used 53/8: -_ 123 124 13 Red -White 71 71 not used not used 5 3/81 5 MIL__ 53/8' 5.38 5.00 i 5.381 5.00; 141Red-White Ind used not used 5 3/8, Otto Rosenau and Associates, Inc. Ram #:017 Gauge #:017 PSI:5250 Comfort Suites Hotel Placement 11 Stressing Inspection Program Page Number 3 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer ContractorAxiom inspector: Rabe Date:Oct. 5 thru 9, 2001 — ' — A B C Len 71 71 qmmts E _ O aa - aa V)ntr) v) w) v) W W . U1 td of Uf v) o g ia commommo _ I! v) v) v) Ln a ' al uthcntnu�cna m -11 18888888 1 fln !I U1UfIA K � Illrk, ii 5.75 5.751;1 5.75 5.75 5.75 NE L Conforms M 125 126 127 Ten 15 16 Color Final Comment N i : Red -Mike Red -White not used not used 17 Red -Whke 71 not used 128 129 130 131 18 Red-White 71 not used - 19 20 21 Red-White 71 not used Red-White 71 71 not used es Red-White not used Yes 132 133 134 135 22 Red-White 71 not used IS 15 IS C C C 51/2 v1 N 53/8 RRR UI U) U1 r--p —p 8 O 8 N Uf N 5.75 5.75 - 23 24 Red-White 71 not used 5 3/8 5 3/8 - End banded runs Red-White 71 not used 5 318 5 318 -- End • - 1 136 137 138 130 _ 140 _ 141 142 143 144 145 146 147 148 149 150 T 151 152 153 154 t f 155 156 157 i 4 158 159 160 I 161 ' Otto Rosenau and Associates, 1 Ram #:017 Gauge#:017 PSI:5250 Comfort Sutes Hotel Placement 11 Stressing Inspection Program Page Number 4 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer.Poggemeyer Contractor:Axiom Inspector :Rabe Date:Oct. 5 thru 9, 2001 Otto Rosenau and Associates, Inc. Ram #:017 Gaug eft :PT017 PSI:5250 Comfort Inn Hotel Placement #2 Stressing Inspection Program Page Number 1 of4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer Contractor:Axiom Inspector:JDRabe Date:OCT 5,8,9,2001 A B C D E F I G I H I I J K J L I M 1 2 Tendon Color Len h Initial Final Elongation Dec. Eqv. Specified Dec. Eqv. 7 %low 7% High1Conforms ?1Comments (YIN) 1 # Reading Reading actual actual Elongation specified 1 Blue 28 not used not used 2 2.00 2 2.00 1.851 2.14 yes Start Distributed runs 4 2 Blue 28 not used not used 2 2.00 2 2.00 1.86 2.14 yes south to north 5 3 Blue 28 not used not used 2 2.00 2 2.00 1.86! 2.14 yes 1 7 4 Blue 28 not used not used 2 2.00 2 2.00 1.861 2.14 yes 5 Blue 28 not used not used 2 2.00 2 2.00 1.86 1.661 2.14 2 14 9.63 _yes yes f yes 8 9 10 11 12 6 Blue 28 not used not used 2.00 2 2.00 1 Green 114 not used not used 9 9.00 9 9.00 8.371 2 Green 114 not used not used 9 9.00 9 9.00 8.377 9 3 Green 114 not used not used 9 1R 9.50 9 9.00 8.37! 9.63 f yes 4 Green 114 not used not used 9 1/2 9.50 9 9.00 8.371 9.63 yes ■ 1 13 5 Green 114 not used not used 9 12 9.50' 9 9.00 8.37) 9.63 9.63 14 6 Green 114 not used not used 9 1 /2 9.50 8 8.00 8.37I� yes Yes yes 15 7 Green 114 not used not used 91 R 9.50 9 9.00 8.37 j 9.63 16 8 Green 114 nd used not used 9 12 9.50 9 9.00{ 8.37 8.63 17 18 9 Green 114 not used not used 9 112 9.50 9 9.00 5.00 i 9.00 I 9.00 827 8.37 8.37$ 8.37 9.63 9.83 9.63 9.83 yes yes yes (_ yes 10 Green 114 not used not used 9 112 9.50 9 19 1 Yellow 115 not used not used 9 1/2 9 1/21 9.50 9.50 9 9 20 21 2 Yellow 115 not used not used 1 no color 117 not used not used 9 9.00 9.50 9 1/8( 9.13 9 1/81 9.13 8.49 9.76 8.49; 9.76 8.49i 9.76 yes 1- Nyes yes 22 23 24 25 26 27 28 29 2 no color 117 not used not used 9 1/2 3 no color 117 not used not used 9 1/2 9.50 9 1181 9.13i 4 no color 117 not used not used 9 12! 9.50, 9 1/81 9.13' 8.49; 9.76yes yes yes yes 5 no color 117 not used not used 9 1/2 9.50 9 118 9 1/81 9 1/8! 9.13 8.491 9.76 9.13 8.49! 9.76jes 9.13 8.491, 9.76 9.13 8.49. 9.76 6 no color 117 not used not used 9 1/2 9.50 7 no color 117 not used not used 9 12 9.50 8 no color 117 not used not used 9 1/2; 9.50 9 1/8, 9 no color 117 not used not used 9 1/21 9.50; 9 1/8 913 8.49; 9.761yes 8.49: 9.76 30 10 no color 117 not used not used 9 1/21 9.50 9 1/8 9.13 31 32 33 34 11 no color 117 not used not used 9 1121 9.50 9 1/8 9.13 8.49! 9.76 'yes 9.761yes 12 no color 117 not used not used 9 1/21 9.50, 9 1/8 9.13 8.49; 13 no color 117 not used not used 9 t2' 9.50 9 1/8 9.13 8.49 9.761es 14 15'no no color 117 not used not used 9 1/21 9.50 9 1 /8, 9.13 8.49! 9.761yes 35 color 117 not used not used 9 114' 9.25. 9 1/8 9.13 8.49. 9.76!yes 8.49 ■ 9.76Iyes 36 37 38 16 no color 117 not used not used 9 1/4 9.25 9 1/8 9.13; 17 no color 117 not used not used 9 1I4� 91/4 9.25 9 1/8 9.13, 8.49∎ 9.76iyes 18 no color 117 not used not used 1 9.251 91/8 9.131 8.49. 8.49! 8.49; 8.491 9.761yes 9.76iyes ,-- 39 40 41 42 19 no color 117, not used ndused 91/2 9.50 91/8 9.13 9.50, 9 1/8 9.13 9.50 9 118 9.13 20 no color 117 not used nd used 9 1121 9 1 2T 9.76les 9.76 21 no color 117 not used not used yes 22 no color 117 nd used not used 9 1/2+ 9.50: 9 1/8) 9.13 8.49i 9.761yes ! 43 1 White 93 nd used not used 7 1/4i 7.25! 7 114! 7.25! 6.741 7.76iyes Otto Rosenau and Associates, Inc. Ram #:017 Gaug eft :PT017 PSI:5250 Comfort Inn Hotel Placement #2 Stressing Inspection Program Page Number 1 of4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer Contractor:Axiom Inspector:JDRabe Date:OCT 5,8,9,2001 Otto ?osenau an Associates, Inc. Ram #:017 Gauge#:PT017 PSI:5250 Comfort Inn Hotel Placement 12 Stressing Inspection Program Page Number 2 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer Contractor:Axiom Inspedor.JDRabe Date:OCT 5,8,9,2001 A B C i i 1 I7 F 1 H I ) J I K L ` M 1 2 Tendon Color Length Elongation actual Spealed Elongation Dec. Eqv. i 7lGtow 7% High Conlorrns7rComments 1 sp.df .d j MN) 44 2 Whke 93 1/4 71/2 7 114 725 6.74 7.76 ye. 45 3 Whke 93 71/4 7.25 6.74 7.78 fires j 46 4 Whke 93 71/2 71/4 7.25 6.74 7.7e yes 47 48 49 50 51 52 53 54 55 56 57 58 59 5 Whke 93 71/4 71/4 725 6.74 7.78 yes 8 Whke 93 71/4 71/4 7.25 7.25 6.74 7.78 7 White 93 7 1/4 71/4 8.74 7.78 8 White 93 71/4 7 1/4 7.25 6.74 7.76II]]]yes 9 Whke 93 7 1/4 71/4 7.25 6.74 7.76 yes 10 Whke 93 7 1/4 7 1/4 7.25 6.74 7.76 7.76 7.76 9.76 _-_-, 11 White 93 71/2 71/4 7.25 6.74 12 1 White _ 93 117 71/2 71/4 7.25` 6.74 no color 9 1/4 91/8 S.13 8.49 yes 2 no color 117 not used not used 9 1/2 9.50 9 118 9.13 8.49 9.76 3 no color 117 not used not used 9114 91/4 9.25 9.25 91/8 9.13 91/8 9.13 8.49 8.49 8.49 9.76 yes 9.76:yss 9.78 j 4 S no color 117 not used not used no color 117 not used not used 9 1/4 9.25' 9 118 9.t3 60 61 62 63 64 65 6 6 67 68 6 no color 117 not used not used 9 1/4 925_ 9 1/4_ 9 1/4 9.25 91/8 913 8.49 9 118 9.13 8.49 9 118 9.13 8.49 9 1/8 9.13 8.49 9 1/8 9.13 8.49 9.76 9.76�yss 9.76 9.76 9.76 yes yes yss 7 no color 117 not used not used 8 no color 117 not used not used 9 no color 117 not used nit used 91/4 9.25 9 1/4' 9.25, 10 no color 117 - not used not used 11 no color 117 117 not used not used not used nit used 91/4 9.25 9 1 /4 9.25 91/8 9.13{ 6.49 9.78?es _ � 12 no color 9 1/8 9.13 8.49 9.76 yss yes yes 13 no color 117 not used nit used 9 1/4 9.25 9 118 9.13 8.49' 9.76 14 no color 117 not used not used 9 114 9.25' 1.25' 9 118 9.13 1 114 1.25' 8 -491 1,16 1.16 _ 1.16' 1.16. 1.16' 9.76 1.3 1.34jyes 1.34lyes 69 1 Orange 20 not used not used 1 1/41 70 71 72 Orange 20 not used not used 1 1/4r 1.25 1.25 1 1/4, 1.25 1 1!4 1.25 Orange 20 Orange 20 not used not used not used not used 1 1/41 1 1141 1.25 1.25' 1 1/4 1 1/4 1 114 1 114 1 114, 1 1/4 1.25? 1.25 1.34�yes 73 Orange 20 not used not used 1 1/4: 1.34iyes �_ __._... ..____ • _ __�__ �. _.._.. _ 74 Orange Orange Orange Orange 20 20 20 261not 20 not used not used not used ' nit used 1 114. 1.25 _ 1.2 1.25 1.25 1.25; 1.25' 1.25: 2.00; 2.00; 2.N 1.25• _ 1.25: 1.25 1.25 1.16 1.16 1.16: 1.16 1.16' 1.34 yes t 1.341 Yes _ .. _ 1.34Iyes 1.34 :yes _ 1.34!yes 1.341yas 1.341yes 2.14eyes 2.14:yes 2.14 75 not u .ed not u sed 1 114 1 114 1 114 I 1 114; 76 77 used not used not used not used ` 78 10 Orange 1 114. 125' -_.___ ______ . -.- 79 11 Orange Blue Blue Blue 20 not used nit used4 not used' 1 114 1 114; i 2 1 1/4; 1.25i 1.16 1 1/4 ` 1,25' 1.16, 2 200 1.86: 2 2.00. 1.86, 2 2.00: 1,86 80 81 --- i - 2 - 1 - orange 1 20 not used 28 not used 28 . not used h 28 not used 1not used 82 2 ! not used i 2 'not used r 2 83 3 Otto ?osenau an Associates, Inc. Ram #:017 Gauge#:PT017 PSI:5250 Comfort Inn Hotel Placement 12 Stressing Inspection Program Page Number 2 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer Contractor:Axiom Inspedor.JDRabe Date:OCT 5,8,9,2001 Otto rnau and Associates, Inc. Comfort Inn Hotel Placement #2 Stressing Inspection Program Ram #:017 Gauge#:PT017 PSI:5250 Page Number 3 of4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer Contractor.Axiom Inspector..JORabe Date:OCT 5,8,9,2001 A B C D E F I G I H I I J J I K L I M 1 Tendon I Color Length Initial Reading Final Reading not used Elongation actual 2 _Dec. Egv. Specified 1 1 actual Elongation 2.00 2 Doc. Egv. j7%Iowl7% High specified I 2.00 1.881 2.14yes Conforms7Commants (Y /N) 2 "- 4 Blue 28 not used 5 Blue 28 not used not used 2 2.00 2 2.00j 1.88 2.14 yes 1.861 2.141 1.861 2.14 1.861 2.14 yes 6 Blue 28 not used not used 2 2.00 2 2 2.001 2.001 7 Blue 28 not used not used 2 2.00 88 89 90 91 92 93 94 96 98 97 98 - it 100 Blue 28 not used 2 2.00 2 2.001 Sliver 25 not used 1 314 1.75 1 3/4 1.751 1.631 1.87 yes Silver 25 20 not used 1 314 1.75 1 3/4 1.751 13!8 1.381 1.63 1.87 ! yes Orange not used 1 3/8 1.38 1.28' 1.47 yes its s 2 Orange 20 not used not used 1 3/8 1.38 1 3/8 1.381 1.281 1.47lyes 0.881 0.811 0. Gm -Blu Gm -Blu not used 7/8! 0.88 7/8 not used 7/8; 0.88 718 0.88, 0.811 0.94 yes End distributed Red -Silver Red -Sliver not used 6 8.00 7 7.001 6.511 7.49 no Start Banded runs not used 8 6.00 7 7 7.001 7.00r6.511 6.511 6.51 7.49 7.49 7.49 no West to East Red - Silver not used 6 6.00 no no Note: actual len • h has c •ed from design length due to plumbers blockout Red - Silver Red- 45 Red - Silver not used 6 6.00' 7 _ 6.001 7 6.00' - 7 7.00' net used not used - - 6 _ -' ! I 7.001 8 51 , 6.51 7.49Ino 7.49ino 7 0 7.00; 101 102 7 Red Silver 90 not used not used 6 6.00 7 6.51 7.491no 17 -13 shorter estimate 8 9 Red - Silver Red - Silver not used 6 6 5 5 _._ 6.00. 7 6.00' 7 7.001 7.00: 6.51 6.51 6.51i 6.51 6.51 6.74 6.74 6.74 7.491ro 7.49_ 7.491no 7.49 7.49Tno ' 7.76 _ 7.76yes no no es !elongations appear 103 104 105 not used not used consistent with actual lengths for red - silver 10 Red - Silver 3/4, 3/41 5.75, 5.75 6.00 7 i 7.00; 11 Red - Silver not used 7 7 7 7 I 7.00 7.031 1/4; 7.25 1/41 7.25 tendons at 10 line 106 107 108 109 110 111 112 Red - Silver 90 not used not used 6 ---- 1 Red -Green Red -Green 93 93 not used not used 7 1/41 1/4: 114L 1/4! 1/4 7.25 7.25 i not used not used 7 7 - _ - _ 3 Red -Green 93 not used not used 7.25 7.25 L 7.25 7 1/41 7 1141 71/41 7 114 7.21 7.76jyes Red -Green 93 not used not used 7 7.25! 7.25; 6.74 7.761yes Red -Green 93 not used not used 7 6.74 7.761 yes 7.76Tyes T Red Green 93 not used not used 7 1 /41 7.25 7.2 6.74' 113 7 Red -Green 93 not used not used 7 1/4 7.251 7 1141 7.251 7 1141 7.251 1/4! 7.251 6.74 6.74 6.741 6.74 6.741 ; 6.741 7.76; yes 7.76Tyes 7 76 y es 7.761yes 114 8 Red -Green 93 not used not used 7 115 9 Red -Green Red -Green 93 not used not used 7 7 1141 7.25' 1/4 7.25 1/4 7.25 7 7 114; 1 /41 1/41 1/41 7. I _ - 116 10 93 not used not used 7.251 7.251 7.25 1 I 117 11 Red-Green 93 not us d not used 7 7 7.761yes 7.761 yes s. 118 12 Red -Green 93 not used not used 7 1/4 7.25, 7 119 1 Red - Silver 90 not used not used 63/4! 6.751 6 6 5314: 3/4; 6.75. 3/41 6.75; 6.281 6.281 6.28 6.28: 7.22!yes 7.22 i yes 12 line ,_ 120 2 Red - Silver 90 not used not used 6 3/41 3/4 6.75 i 6.75 121 122 3 Red - Silver 90 not used not used 6 6.751 7.221 rtes 4 Red - Silver 90 not used not used 7 1 7.001 63/4U 6.751 6 3/4 3/4i 6.75, 7.221 123 5 Red - Silver 90 not used not used 6 3/41 6.75" 6.281 7.22 6.75r 6.28: 7.22 yes 1 124 6 Red - Silver 90 not used not used 6 3/41 6.75 6 yes i Otto rnau and Associates, Inc. Comfort Inn Hotel Placement #2 Stressing Inspection Program Ram #:017 Gauge#:PT017 PSI:5250 Page Number 3 of4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer Contractor.Axiom Inspector..JORabe Date:OCT 5,8,9,2001 Otto Rosenau and Associates, Inc. Ram #:017 Gauge#:PT017 PSI:5250 Comfort Inn Hotel Placement #2 Stressing Inspection Program Page Number 4 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer Contractor:Axiom Inspector JDRabe Date:OCT 5,8.9,2001 A B C D E F G H I J K I j M 1 Tendon Color Len• h Initial Final Elon• . ion Dec. Eqv. Specified Dec. E. . 7 %Iow 7% -h Conforms? Comments 2 # Readin• Read! • actual actual f ', • ''" 11�?• MIMI „� . ► G 80 !!i •• not used 6 3/4 6.75 6 3/4 6.75 6.28 7 22 y jdM11111111 7.36 MINI 127 128 8 1 Red - Silver •• 90 �C3 • not used not used 7 ib:`7 7.00 6 718 6.88 iJ 6.39 2 Red - Silver 90 not used not used 7 7.00 6 7/8 6.88 6.39 7.36 129 3 Red - Silver 90 not used not used 7 7.00 6 7/8 6.88 6.39 7.36 130 131 132 4 Red - Silver 90 not used not used 7 7.00 6 7/8 6.88 6.39 7.36 1 2 Red - Yellow 104 not used not used 8 8.00 8 1/8 8.13 7.56 8.69 13 line Red-Yellow 104 not used not used 8 1/4 8.25 8 133 134 135 136 137 3 Red - Yellow 104 not used not used 8 8.00 8.69 4 Red - Yellow 104 not used not used 8 8.00 8 1/8 8.13 7.56 8.69 yes 5 Red - Yellow 104 not used not used 8 114 8.25 8 118 8.13 7.56 8.69 6 Red - Yellow 104 not used not used 8 1/4 8.25 8 1/8 8.13 7.56 8.69 -- 7 Red - Yellow 104 not used not used 8 1/4 8.25 81 /8 8.13 7.56 8.69 138 139 140 8 Red - Yellow 104 not used not used 8 114 8.25 8 1/8 8.13 7.56 8.69 es 9 Red - Yellow 104 not used not used 81/4 8.25 8 1/8 8.13 7.56 8.69 es 10 Red-Yellow 104 not used not used 8 1/4 8.25 6 1/8 813 7.56 8.69 141 11 Red - Yellow 104 not used not used 8 1/4 8.25 8 1/8 8.13 7.58 8.69 142 143 12 Red - Yellow 104 not used not used 81/4 8.25 8 1/8 8.13 7.56 8.69 1 Red - Silver 90 not used not used 6 3/4 6.75 6 3/4 6.75 6.28 7.22 - 14 line 144 2 Red-Silver 90 not used not used 6 3/4 6.75 6 3/4 0.75 6.28 7.22 yes 145 3 Red - Silver 90 not used not used 6 3/41 6.75 6 3/4 6.75 6.281 7.22 es 146 147 4 Red - Silver 90 not used not used 6 3/4 6.75 6 3/4 6.75 6.28 7.22 es 5 Red - Silver 90 not used not used 6 3/4 6.75 6 3/4 6.75 6.28 6.28 7.22res 7.22 yes 148 6 Red - Silver 90 not used not used 6 3/4 6.75 6 3/4 6.75 149 150 151 152 153 154 155 156 7 Red - Silver 90 not used not used 6 3/4 6.75 6 3/4 6.75 6.28 7.22 yes 8 Red - Silver 90 not used not used 6 3/4 6.75 6 3/4 6 7/8 6.75 6.88 6.28 6.39 7.22 7.36yes yes 9 Red - Silver 90 not used not used 7 7.00 10 11 Red - Silver 90 not used not used 7 7.00 7.00 7.00 6 718 6 7/8 6 718 6.88 6.88 6.88 6.39 6.39i 6.39 7.36 7.36 i 7.36 yes yes yes yes 115 line L Red - Silver Red - Silver 90 90 not used not used not used not used 7 7 12 I Red 1 83 not used not used 6 1/21 6.50 8 _ 6 _ _ 6 _ .3_ 6318, 6. 5.93 5.93 _ 6.82 Re not used not used 6 1/2 6 1/21 6.507 6.82 6.82 yes 157 _ Red _ 83 83 not used not used 6.50 6 3/8' 6.50 6 3/8 6.50 6 3/8; 6.38; 5.93' yes 158 159 4 Red 83 not used not used 6 i/2 6.38' 6.38,_ 6.38' 5.93 5.93 5.93T 6.82 6.82 yes . yes 5 Red 83 not used not used 6 1/21 160 6 Red 83 not used not used 6 1/0 6.50 63/8. 6.82 6.82,res 6.82iyes ye 161 7 8 Red 83 not used not used 6 1/21 6.50 6 3/8 6.38, 5.93 . 5.93; r 162 Red 83 not used not used , 6 1/2; 6.501 63/8' 6.38 Otto Rosenau and Associates, Inc. Ram #:017 Gauge#:PT017 PSI:5250 Comfort Inn Hotel Placement #2 Stressing Inspection Program Page Number 4 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer:Poggemeyer Contractor:Axiom Inspector JDRabe Date:OCT 5,8.9,2001 Otto Rosenau and Associates, Inc. Ram #:pt017 Gauge #:pt017 PSI:5250 Comfort Suites Iictel PT Placement #3 Stressing Inspectim Program Page Number 1 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer: Poggemeyer Contractor.Axiom Inspector. Rabe Date: Oct. 5,8,9, 2001 A B C D J E F 1 G H I J .J K 1 L I M Tendon # Color Length Initial Reading not used Final Elongation Dec. I s )1 3.601 3.601 3.601 7% High 4.15 4.15 4.15 4.15 ! 4.15.yes Conforms7„Comments _ _ ; (YIN) , Readin not used actual actual 4 White 51 Start distributed run Tsouth to north yes yes I White 51 not used not used not used 4 4.00 _ 7/8 4 4.00 3 7/8 3.88 3.88 White 51 not used White 51 4 1 4.00 3 7/8 3.88' White 51 3 7/8 37/8 3 7/8 3 7/8 3.60 ! ~ White 51 3.60 4.i5jyes I White 51 3.60 3.60 f 4.15 4.15 yes 10 11 12 13 14 15 16 17 18 19 White 51 White 51 4 4 4.00 3 718 3 iiii 3.68 3.88 3.60 3.60 4.15 4.15 White 51 4.00 White 51 3 7/8 3.88 3 7/81 3.88 3.60 4.15 White 51 3 718 3.88 3 7/8 3.881 3.60 4.15 White 51 4 4.00 3 7 /81 3.88 3.60 4.15 4.15 White 51 4 4.00 3 7/8 3.88 3.60 Silver 84 63/4 6.75 61/2, 6.50 6.05 6. Silver Yellow 84 - 86 61121 - 6 3/4 6 3/4 6.50 6.75 6.75 _ 61/2 65/8 6 5/8 73_/_8 - 6.501_6.05 6.16 6.16 6.86 _6.86 6.86_ 6.96 r 7.09 7.09 7.89 7.89 7.89 6.63 6.631 7.381 7_.38! . - - 7.381_ 7.38! 20 21 2 Yellow 86 not used 1 Green 95 not used not used 7 1/2 7.501 7.50« 22 2 Green 95 not used not used 7 1/21 7 3/8 23 1 24 3 Green 95 not used not used 7 1/2; 7.501 _ 7 3/8 4 Green 95 not used not used 7 1/2 7.501 7 3/8 6.86 7.89 6.86 7.89 7.89 6.86_ 7.89 yes 25 5 Green 95 not used not used 71/2 7.501 73/8 7.38` 7.3816.86 7.38; 7.38, yes i 26 27 6 Green 95 not used not used 7 1/2 7.50i 7.25; 7 3/8, 7 3/8 7 3/�8 7 1I4� 7 114 yes ! yes 7 Green 95 not used not used 7 1/4' 7 1/4i 28 29 8 Green 95 not used not used 7.251 7.25. 7.251 6.86 6.74 7.89 . i.76 7.76 7.76 7.76'm 8.03:yes 8.03:yes 8.03: 8.03 8.03iyes yes _ „_ _,_ __ _ _ __ . . yes - __ -_ _ _ _ ____ 1 Orange 94 not used not used 7 114 7.251 30 31 2 Orange 94"not used not used 7 1/4 7.25i 7.25!_6.74._ 7.25? 7.50, 7.50; 6.74 _6.74_ 6.98 6.98 6.98_ 6.98 6.98' rtes 3'Orange 94 not used , not used ' 7 1/4 7.25; 7.25 7 1/4, i --- 11/4i 7 1/2' 32 lOrange 94 not used not used 7 1/4i . _ � '___..__ .._ _ 33 No Color No Color 91 not used not used 7 1/2' 1 7 1/2 t 7 112 7 1/2~ 7.50: 24 91 not used not used 7.50 7 1/2 35 No Color 91 not used not used not used' not used' 7.50 7 1/2 7 1/27 i 7 50' 7.50: 7.50; yes 36 No Color 91 91 not used 7.501 37 No Color not used 7 1/2 7.50; 7 1/2, 38 No Color 91 not used not used 7 1/2 7.50+ ' 7.50 7 1/2' 7.501 7.50' 7.50' 7.50' 7.50` 7.50. 6.98 8.031yes 6.98 8.03!yes 698 8.03: 6.98 8.03:. 6.98 8.03 39 No Color No Color } 91 not used 91 knot used 91 not used 91 Inot used not used 7 1/2 7 112' 7 112, _ yes 40 not used 7 1/2' not used 7 1/2 not used 7 3/4! 7.50. 41 No Color No Color Color 7.50, 7 1/2 7.75! 7 1R; -- 7.50. 7 1/21 42 43 10 yes 11iNo 91 Inot used net used 7 1/2 6.98 8.03 Otto Rosenau and Associates, Inc. Ram #:pt017 Gauge #:pt017 PSI:5250 Comfort Suites Iictel PT Placement #3 Stressing Inspectim Program Page Number 1 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer: Poggemeyer Contractor.Axiom Inspector. Rabe Date: Oct. 5,8,9, 2001 I 1- lN141v1414141w`s A don B C( E Final Reading u. • 3 • n^ N. 1s n n N. II ccr "r - rcrl, ., ; B. II. t.Ahht., NW L a9/ f• (assess r i si co aD L M Color Length Dec. Eciv. actual Conforms Comments CO 12 No Color 91 not used 7.75 14 No Color 91 not used not used 7.50 14 No Color 91 7.50 15 No Color 91 not used 7.75 - 16 No Color 91 not used 7.75 17 No Color 91 not used not used 7.50 18 No Color 91 7.50 52 53 54 19 No Color 91 not used net used 7 1/2 7.50 . 7 1/21 7.50 7 1/21 7.50 7 1/2! 7.50 7 1 7.50 6.98 S Si (0 ( (0 :i 8.03 yes 8.03 yes 20 No Color 91 not used not used 7 12 7.50 7112 7.50 7112 7.50' 21 No Color 91 not used not used not used not used 8.03Iyes 22 No Color 91 .- 8.031yes 55 23 No Color 91 not used not used 7 1/2 7.50 7.50 7 1/21 7.50 6.98 8.031yes 8.03 yes yes 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 24 No Color 91 not used n ot used 7 12 7 121 7.50 6.98 Dist runs end at Blue •• N �- N •-'1N P) 'q N ID N t7 V Silver sjsIS I__ L ,-17r: 1.1[111. UU1Uuuail : 3 . 3 3 ' X131 13 3 C 1 61/2 6.50 6 12 1 6.50 6.05 5.891yes 5.89 5.891no f01W 2 O nin_ U1 U1 IA 1A N I Yl UI i ! ! (0 o IA i 4. Silver 6121 6.50 612 6.50 4.50 6.05 4.19 488 yes below Blue 4 1/2 4.50 4 1/2 yes yes - yes yes e yes 11st blue tendon wedgy, Blue 4 1/2 4.50 4 12 4.50 'fail to seat 1st try. We 'replaced and restresse wedges released after banded runs at 5 line Red -Brown 5 114 5.25 5 1/4' 5.25 Red -Brown Red -Brown 5 1/4' 5.25 5 1/4 5.25 4. J 51/4 5.25' 5 114 5.25 4.88 Red -Brown Red -Brown Red -Brown Red 5 114 525 _ 5 1/4' 5.25 5 1/4, 5.25 5 1/4 5 1/4 5.25 5.25 4.88 4.88' 4.88 _ 5.121s 5.12 5.12 5.12 5.12; i 5.12 5.12 5.12! yes and 6 tine. Barrel anc yes was installed and rests third time. Was still ho ' end of day 5 1/4; 5 121 5 121 5.251 5.501 5 12 5.501 Red 5 1/2, 5.50 5.50: 5.501 5.501 5.50 + 5.50 f yes yes Engr and pt supplier Red 5 1/2 5 5.501 5.50i 5 121 notified. Possible paste Red 5 1/24 5 1/2 _ 51/21 51/21 f no in stress pocket SStart banded at red -br Red 6.7.8 wedges fail hold, barrel anchors 5 Red 71 not used not used 72 6 Red 71 not used net used 4 1/2 , 4.501 5 12 73 74 7 Red 71 not used not used 4 1/21 4.501 5 12: 5.50L5.12 5.50' Red 71 not used not used 5 1/4 5.25; 5 1J2T 5.50 5 12+ 5.89 5.891yes yes rte _ yes i installed. 6 an7 restres but do net achieve specified elongation ___ ^___ __-______ - _ 75 Red 71 not used net used 5 1I2 5.501 76 77 78 79 Red 71 not used not used 5 1/2 5.50; 5 1/2 5.501 5.89yes 11 Red 71 net used net used 5 12! 5.50' 5 1/2; 5.50! 5.125.89+ 12 Red 71 not used not used 5 1/21 5.50' 5 1/2 5.50: 5.121 5. 5.50; 5.12' 5.891yes 13 Red 71 not used not used 5 1/2 5.50, 5.50; 5.50: 5 1R! 80 14 Red 71 not used not used 5 112! 5 114; 5 12 5.25; 4.88=_ 5,621yes .._ _.i._._ - -.____ ____._ 5.50! 6.12? 5 . 89 iyes_____:_.___.-____-__-.- 5. 5.12 5 .891yes 5.50; 5.12 5.89.yes 81 15 Red 71 not used not used 1 5 121 82 16 Red Red 71 inot used 1 71 not used Ho used I not used 5 112' 5. 5 1/2! 5 1/2; 5.50: 51/2 i 17 Otto Rosenau and Associates, Inc. Ram #:pt017 Gauge #:pt017 PSI:5250 Comfort Suites Hotel PT Placement 03 Stressing Inspection Program Page Number 2 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer: Poggemeyer Contractor:Axiom Inspector:Rabe Date: Oct. 5,8,9, 2001 84 85 86 87 88 89 90 81 82 I 1—i-1afralaiL-3121 %181Gis A B C D E F I G H I J I K i L ( M f Tendon # 1e Color Length Initial Final Elongation Dec. Eqv. Specified Dec. Eqv. 7%tow 7% High Conforms ?Comments 71 Reading not used Reading not used actual 5 112 actual 5.50 Elongation 5 1/2 specified 5.50 5.12 5.89 (Y /N) yes Red 19 Red 71 not used not used 5 1/2 5.50 5 1/2 5.50 5.12 5.89 yes 20 Red 71 not used not used 5 1/2 5.50 5 112 5.50 5.12 5.89 21 Red 71 not used not used 5 1/2 5.50 5 1/2 5.50 5.12t 5.89 1''- 22 Red 71 not used not used 5 12 5.50 S 1/2 5.50 5.12 5.89 Xes 5.89 5.89 yes yes yes yes y es yes 23 Red 71 not used not used 5 12 { 5.50 5 112 5.50 5.12 5.12 24 Red 71 not used not used 51/2 5.50 512 5.50 1 Red-Silver 80 not used not used 6 f2 6.50 6 !14 6.25 5.81 5.81 5.81 6.69 6.69 6.69 8.84 2 Red - Silver 80 not used not used 6 114 6.25 6 114 6.25 93 94 85 86 87 98 3 Rod - Sliver 80 not used not used 6 114 6.25 6114 6.25 _ Red- Silver 80 not used not used a 1/2 6.30 8 1/4 8.25 $ 81 5 Red - Silver 80 not used not used 6 12 6.50 6114 6.25 5.81 6.69 6 Red - Silver 80 not used not used 6114 6.25 6 1/4 5.25 5.81 6.69 5.69 Yee yes yes es y es 7 80 not used not used 6 1/4 6.25 6 114 6.25 5.81 8Red- Silver 80 not used not used 6 12 6.50 6 114 6.25 5.81 6.69 99 9R ed - Silver 80 used not used 6 6 6.00 6.00 6 114 6 1/4 6.25' 5.81 8.25 5.81 6.69 6.69 6.69TTTTTTyes !00 101 10 Red Silver 80 e nd not used not used 11 Red - Silver 80 not used not used 6 12 6.5O 5 1/4 6.001 61/ 6.25 5.81 5.81 102 103 12 Red Sliver 80 not used not used 6 6.25 6.69 yes 1 Red -Blue 76 trot used not used 6 6.00 5 718 5.88 5.46 6 .29 104 105 2 Red -Blue 76 not used not used 6 6.00 5 ?J8 5.88 5.46 6.29 3 Red -Blue 76 not used not used 6 6.00 5 7/8 5.88 5 7/8 5.88 5.46 6.291 5.46 6.29 5.46 6.29; yes 106 107 10 109 4 Red -Blue 76 not used not used 6 6.00 5 Red -Blue 76 not used not used 6 6.00 5 7/8 i 5.88 es 6 Red -Blue 76 not used not used 6 6.00! 5 7/8 5.88 5.46 5.88 5.46 5.88 5.46 5.75 5.35 5.75 5.35 5.75, 5.35 6.291 6.29tyes 6.29yes 6.151yes 6.15 6.15; 6.15yes 4.55Tyes 4.55• 4.55 4.55Iyes 4.551yes 4.55 yes 7 Red -Blue 76 76 not used not used not used not used 6 6 6.00; 6.00' 5 718 5 7/81 110 111 8 Red -Blue 9 Red -Blue Red-Blue 76 76 not used not used not used _not used not used 5 3/4 5.75 5.75 5 3/4: 5 3/4' 5 3/4! 7. 5 314. 4 114; 4 1/4 4 1/41 112 113 10 11 Red -Blue 76 not used _5_3/4 - 5 3/4i 5.75 yes es yes _ 114 Red -Blue 76 not used not used 5 3/4' 5.75 4 .25 4.25 4.25, 5.75 4.25 4.25 4.25; 5.35 3.957 3.951 3.951 3.951 3.95. 3.95T 3.951 3.95i 3.951 3.95! 115 116 Rod -White Red -White iRed -White 57 inot used 57 not used not used 4 1/4 nat used 4 1/41 117 57 not used not used 4 114; 118 119 120 4 Red -White 57 not used not used 4 1/41 4.25 4 1 /4; 4.25! 5 Red -White 57 not used not used 4 1/41 4.25r 4 1 4.251 6 Red -White 57 not used not used 4 1/21 4.50! 4 1/4! 4 1/4! - 4 114! 4.25~ 121 7 Red -White 57 not used _ not used 4 1/4; 4.251 4.2 4.551yes 4.551yes i 4.551yes -1 122 8 Red -White 57 not used not used 4 1/4 4,25 4.25 123 9 Red -White 57 not used not used 4 1/41 4.25 4 1/4i 4.25; 4.25t 124 10 Red -White 57 not used not used 4 1/41 4.251 4 114 4.Tyes i Otto Rosenau and Associates, Inc. Ram #:pt017 Gauge# :pt017 PSI:5250 Conlon Suites Hotel PT Placement 13 Stressing Inspection Program Page Number 3 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer: Poggemeyer Contractor.Axiom Inspector: Rabe Date: Oct. 5,8,9. 2001 Otto au and Inc. Ram #:pt017 Gauge #:pt017 PSI:5250 Comfort Suites Hotel PT Placement 13 Stressing Inspection Program Page Number 4 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer: Poggemeyer Contractor :Axiom Inspector:Rabe Date: Oct. 5,8,9, 2001 I F Elongation actual S. H . • 4 114 4 1/4 4 114 4 1/4 ( 325 4.55yes 4.55 L 1 M 1 - 2 1 +_. 128 129 130 131 132 133 134 135 Tendon Color Length Conforms? Comments ft CaN) 4 1/4 yes 1; .- Red-White Red-White . -- --..- 57 4 112 yes 4 i14 Yee 14 Red -White ` 57 4 114 yes 15 Red -White 57 41/4 4 114 41/4 41/4 41/4 41/4 yes t 16 Red -White 57 41/4 41/4 , yes 17 Red -White 57 ,yes 18 Red -White 57 41/4 4114 yes 19 Red -White 57 , yes ,;m_ yes yes 20 Red -White 57 41/4 41/4 41/4 21 Red -White 57 41/4 136 137 138 139 22 Red -White 57 not used not used 4 1/4 4.25 4 1/4 4.25 23 Red -White 57 not used not used 4 1/4 4.25 4 1/4 4.25 3.49 24 1 Red -White 57 not used not used 4 1/4 4.25 L 4 1/4 3 3/4E 3 3/4' 3 7/8 3 718 4 ! 4.25 3.75 4.00 4.00 4.551yes 4.01 4.01 Red -Ora 52 not used not used 4 4.001 yes yes 140 141 142 143 144 145 146 147 148 Red -Ora 52 not used Red -Ora 52 not used 3.60 3.60 3.72 3.72 + 3.72 3.72 3.72 415 4.15 4.28 4.28 Red Ora 52 not used - yes 1 Red -Green 54 not used Red -Green 54 not used 4 4 _ Red -Green 54 not used 4.28 4.28 4.28 es 4.28 yes Red -Green Red -Green 54 54 not used not used not used not used 4 4 4.00 4.00 4 4 Red -Green 54 not used not used 4 4.00 4 4.00 3.721 _ _ __ - 149 7 Red - Green 54 not used nd used 4 4.00 4 4.00 3.721 428 yes 150 151 _ `8 Red -Green 54 not used not used 4 ■ 4.00 4 1 4.00 3.721 4.28 yes lend runs d banded -- 152 153 1 j 154 155 i- -- - y 1 - _ T .._ 156 1 I t-- -- 7 157 158 �--- -. --.- --- 159 _ f _ + 160 --- --4 ` 161 Otto au and Inc. Ram #:pt017 Gauge #:pt017 PSI:5250 Comfort Suites Hotel PT Placement 13 Stressing Inspection Program Page Number 4 of 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Architect: Engineer: Poggemeyer Contractor :Axiom Inspector:Rabe Date: Oct. 5,8,9, 2001 Job Number. 01-479 Resort Number: 005 Permit Number. D01 -091 Owner Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer: Poggemeyer Design Group Client H2 Hotel LLC Contractor Axiom Construction Services Date: 9 -11 -01 Inspector. R. Hardy /M. Gallanger Inspected the resteel and placement at I Grid F5 to J5/6 to 10 slab on grade and pile caps in upper pool, reference detail S9. Pile caps /grade beams grid 12 to 14/J to L, reference detail 24/S9 X Resteel is grade [ 60 I , as specified, from Nucor Placement Data Batch Wel ! hts Su • • lier: Miles Cement sac • eilbs.: IIII 480# WIC Ratio: 0.42 Mix Number. 6400 Fine Agg. (lbs.): 1490# Coarse Agg. (size/lbs.): 1886# 7/8' Admixtures (specify) 45 oz Poly Max Slump Allowed: 5' Total Yards Placed: 108 Coarse Agg. (size/lbs.): Coarse Agg. (size./lbs.): Ash (lbs.). 80# Water lbs. /•al : 116# 29.56# Placed Via: Pump Vibrated: Yes __ . Fly S • hied Stren, h •si : 4000 Sampling and Casting of Samples ASTM C 172„ C 31 Cubic Yards Slump C 143 Air % C 23i Conc. Temp C 1064 Ambient Temp Truck No. Ticket No. Cast Samples: 1-6 2 4 W 2 75° 70° 68 406734 Cast Samples: 29.93# 158,520 5580 3 10 -9 -01 Cast Sam • les: 6x12 28.41 29.71# 153,750 5410 Com•ressive X • Weather: I Clear I Slump Range: 1 4' ± 1' Date Samples Picked Up: 19 -12 -01 Comments Other ASTM Methods Used: L Conforms I X I Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer 5 Specimen Number Test Date Field Cure Age (Days) Size In. Area S • .In. Wei • ht Max Load Lbs. Strength • si Tested in general accordance with 5 9 -14 -01 X 3 6x12 28.25 29.64# 89,930 3180 ASTM C 39 X 6 9 -14 -01 X 3 6x12 28.25 29.56# 83,310 2950 ASTM C 78 1 9 -18 -01 7 6x12 28.34 29.80# 114 830 4050 ASTM C 109 2 10 -9 -01 28 6x12 28.41 29.93# 158,520 5580 3 10 -9 -01 28 6x12 28.41 29.71# 153,750 5410 Com•ressive X • Flexural I Conforms I X Does Not Conform 'Discarded Copies to: S Form No.: T -102 Revised: 10/15/01 G .TO ROSENAU ASLXIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118.3216 Tel:(206) 725.4600 • Toll Free:(888) OTTO -4 -US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONCRETE REPORT S Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 x Owner x Contractor x Architect x Building Dept. x Engineer Report Number: 007 Inspection(s) Performed: PT /RS, Epoxy Project Address: Client Contractor. Inspector and Date Jerry Abson, 10/01/01 Conies to: Comfort Inn Suites 7200 Fun Center Way, Tukwila H2 Hotels, LLC Axiom Epoxy Grouting CONFORMS. 0 ROSENAU &AS)CIATES INC Construction inspection & Material Testing 6747 M.L. King Way South. Seattle, Washington 98118.3216 TeI:(206) 725 -4600 • Toll Free:(888) OTTO -4•US • Fax:(206) 723.2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONSTRUCTION INSPECTION REPORT Pour #2 and #3 awaiting final inspection for conformity. Permit Number: Job Number. Architect Engineer. Remarks ORA rep on site this day to perform visual inspection of PT Tendon placement and Mild Steel Reinforcing for Pour #2 and Pcur #3. This to be second inspection of Pour #2, and initial inspection of Pour #3. For Pour #2, Contractor to correct :::: d 9/25/01 except as noted below 1) Elevator corner type 'A' steel not required per verbal conversation and approval from EOR. 2) 3 Staci'.ed #5's not required at elevator. Contractor to still address 'A' type steel missing at 3 locations. For Pour #3, contractor to address and correct issues listed below prior to concrete placement: 1) Tendon at 5/C.5 too high, replace incorrect chair. 2) Tendon at 6/C.5 too high, place under #4 bar. 3) Profile at grids 5 -6 /F.7 to H incorrect, replace chairs to correct profile. 4) Rework Dead -ends to prevent touching of ends. 5) Missing 'E' type steel at lines 3 to 3.5/E to F. ORA rep also on site this day to perform visual inspection of Epoxy placed dowels. Per fax received this day, contractor placed #8 dowels into 16' deep holes using Hilty HIT -150 epoxy. Contractor also placed #4 dowels into 12' deep holes. All holes cleaned prior to injection of epoxy. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888- OTTO -4-US - Fax (206) 723 - 2221 Form No.: F -104 Revised: 10/08/01 • 'L - 4_' • D01 -091 01-479 Dow Fletcher & Assoc. Poggemeyer Design Group Reviewed by: � -7i-t ere' Job Number: I 01-479 I Report Number: I 004 j Permit Number. j)P' , . • D01 -09,i Owner Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group Contractor. Axiom Construction Services Client H2 Hotel LLC Date: 9 -5 -01 Inspector. R. Hardy /E. Moser Engineer Inspected the resteel and placement at Slab for swimming pool. Pile caps and pile cap footings. Pile caps, lines F and E from 15 to 19 line, footings E and F, 16 to 19. 9 -10 -01 Resteel is • rade 60 as s • ecified from Nucor and Cascade Placement Data Batch Weights Supplier: Miles Cement jsack/type/Ibs.): I/II 460# W/C Ratio: 0.43 Mix Number. 6400 Fine Agg. (lbs.): 1464# Admixtures (specify) 45 oz Poly Max Slump Allowed: 5' Coarse Agg. (size /lbs.): 1868# 7 /f? Total Yaro = ::: :.ce -i 15ri _ Coarse Agg. (size lobs.): 6x12 . Placed Via: Pump & chute Coarse Agg. (size/lbs.): 132,250 Vibrated: Yes Fly Ash (lbs.): 541# Specified Stren h (p si): 4000 Wa ter (Ibs. /gal): 18.2 Gal Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1064 Ambient Temp Truck No. 014 Ticket No. Cast Samples: 1-4 41 3 W 6x12 . 68° 61° 405574 Cast Samples: 5-8 142 3 W 10 -3 -01 67° 62° 014 405658 Cast Samples: 158,390 5600 Compressive X 6 10 -3 -01 28 6x12 Weather: f Cloudy Slump Range: 4' ±1* Date Samples Picked Up: ( 9-6 -01 Comments 5350 Other ASTM Methods Used: I I Conforms ( X I Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer _ 4 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sg.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 4 9 -10 -01 5 6x12 28.37 29.05# 118,910 4190 ASTM C 39 X 1 9-12 -01 7 6x12 28.33 29.66# 132,250 4670 ASTM C 78 5 9 -12 -01 7 6x12 28.33 29.86# 120,870 4270 ASTM C 109 2 10 -3 -01 28 6x12 28.26 29.76# 161,630 5720 3 10 -3 -01 28 6x12 28.26 29.98# 158,390 5600 Compressive X 6 10 -3 -01 28 6x12 28.26 29.91# 151,330 5350 Flexural 7 10 -3 -01 28 6x12 28.26 29.88# 157,310 5570 8* 1 I Conforms I X Does Not Conform Copies to: 'Discarded CTO ROSENAU &AS)CIATES, INC Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118.3216 Tel:(206) 725.4600 • Toll Free:(888) OTTO -4 -US • Fax:(206) 723-2221 • Website: wvrhw(toroseflau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited LabortiniZ, CONCRETE REPORT TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: T -102 Revised: 10/09/01 Page 1 of 1 Job Number: I 01-479 I Report Number: I 007 1 Permit Number. 4i) M M 301 =091 ;)E'JE, (: ss'.. .., Project Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer: Poggemeyer Design Group Contractor. Axiom Construction Services Client: H2 Hotel LLC Date: 9 -28 -01 Inspector. M. Ruoff /J. Abson Engineer Inspected the resteel and placement at PT #11 slab, all discrepancies corrected prior to concrete placement. Please see report dated 9 -29 -01 _ 10 -3 -01 Resteel is grade 60 , as specified, from Nucor Birminjham and Cascade Placement Data Batch Weights W/C Ratio: Admixtures s . • i Supplier: Miles Cement (sack/type/lbs.): I /li 480# Fine A! • , lbs. : 1471# Mix Number. 6400F Max Slump Allowed: 7' Coarse Agg. (size/lbs.): 1889# 7/8 45.5 oz Poly Total Yards Placed: Cwirsr: 4 (Fize_lbs.): Placed Via: Pump C:,aise Aim. ;:.ize/Ibs.): 28.34 Vibrated: Yes Fly Ash (lbs.): 80# Water (lbs. /gal): 17.3 gal. 4730 Specified Strength (psi): 4000 Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1064 Ambient Temp Truck No. Ticket No. Cast Samples: 1-6 22 6W 72° 729 409275 Cast Samples: 7 -12 162 6W Compressive 76° 105 409327 Cast Samples: Flexural Weather: Sunny Slump Range: Date Samples Picked Up: 19 -29 -01 Comments Other ASTM Methods Used: � I Conforms I X I Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building De.t. 1 Engineer X 6 Specimen Number Test Date Field Cure X Age (Days) 5 Size (In.) 6x12 Area (Sg.ln.) 28.26 Weight 29.47# Max Load (Lb s.) 109,360 Strength (psi) 3880 Tested in general accordance with ASTM C 39 X 6 _ 10 -3 -01 12 10 -3 -01 X 5 6x12 28.26 28.98# 98,370 3480 ASTM C 78 1 10 -5 -01 7 6x12 28.34 29.71# 134,010 4730 ASTM C 109 7 10 -5 -01 7 6x12 28.34 29.18# 120,470 4250 Compressive X Flexural [ Conforms I Does Not Conform Copies to: CTO ROSENAU & AS` ')CIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle. Washington 98118.3216 Tel:(206) 725 -4600 • Toll Free:(888) OTTO -4 -US • Fax:(206) 723 -2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboralaryy. Form No.: T -102 Revised: 10/10/01 CONCRETE REPORT TEST RESULTS Reviewed by: e" ,l? OCT I This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 x Owner x Contractor x Architect x Building Dept. x Engineer 94, i•,tiu fb:itry� Report Number: 006 Inspection(s) Performed: PT /RS Project Address: Client Contractor. Inspector and Date Jerry Abson 9/27/01 Jerry Abson 9/28/01 Conies to: ROSENAU & AS` JCIATES INC. Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118 -3216 TeI:(206) 725 -4600 • Toll Free:18 :0 OTTO.4 -US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory Comfort Suites 7200 Fun City Way, Tukwila H2 Hotel LLC Axiom Const. Service CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Architect Engineer. Remarks ORA rep on site this day to perform visual inspection of Mild Steel placement for Pour 1. Engineer of Record alr i ;:1 site this day. Tendon placement previously inspected — see report da!ft'i 9/26/01 Contractor to address and correct following issues prior to concrete placement: Type 'C' bars missing at grids 22- 24 /E -F. Missing 2'B' type bars at 22/D, 21/D, 20 /D, 20/F.5. Shear Wall Dowels marked 'E' in wrong location. Contractor to address also all issues raised by EOR, see report from EOR dated this day. ORA rep on site this day to perform visual inspection of Mild Steel placement for Pour 2. Tendon placement previously inspected — see report dated 9/26/01 Contractor to address and correct following rues prior to concrete placement: Missing all type 'A' steel at 15/F.5, 13/H, 11/H and at elevator corners. Missing all type 'J' steel at lines 10 to 15 Grid F.5 b H. Missing 3 ifs (stacked) at opening perimeters per detail 17 on sheet S10. Contractor to address issues per Engineer of Record report dated 9/26/01 Reviewed by: Gam! D01 -091 01-479 Dow Fletcher Poggemeyer Design Group r, e7 l This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 72`'x4600 or 1- 888 - OTTO -4-US — Fax (206) 723-2221 Form No.: F -104 Revised: 10/02/01 x Owner x Contractor x Architect x Building Dept. x Engineer r ' Report Number. 005 Inspection(s) Performed: PT / RS Project Address: Client Contractor. Inspector and Date Jerry Abson 9/26/01 o: CT'TO ROSENAU & AS` )CIATES INC. ■•• Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle, Washington 98118-3216 Tel:(206) 725-4600 • Toll Free:(888) OTTO -4 -US • Fax:(206) 723.2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory Comfort Suites 7200 Fun City Way, Tukwila H2 Hotel LLC Axiom Const. Services CONSTRUCTION INSPECTION REPORT Permit Number. Job Number. Architect Engineer. Remarks ORA rep on site this day to perform visual inspection of Main Level Pour 1 and Pour 2 PT deck. Tendon Placement for Pour 1 and Pour 2 found to conform to approved shop drawings. Contractor placed correct number of tendons at correct locations assuring smooth profiles and sweeps were maintained. Tendons profiles found to be within tolerances and placed at correct locations. All Live and Dead ends were placed at correct profile with proper attention to tendon straight into anchor. Mild Reinforcing not inspected at this time. Currently TENDON PLACEMENT CONFORMS antis time. DO1 -091 01-479 Dow Fletcher Poggemeyer Design Group Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (2061 725 -4600 or 1- 888- OTTO -4-US - Fax (206) 723 -2221 Form No.: F -104 Revised: 10/01/01 Job Number: 01-479 Re •ort Number: 003 Permit Number. a F, : r Owner Project: Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Architect Engineer: Poggemeyer Design Group Contractor. Axiom Construction Services Client H2 Hotel LLC Date: 29 Au • ust 2001 Ins • ector: R. Hard Inspected the resteel andplacement at ` Footings/elevator walVgrade beam, grid 5 to 18B to J.5, reference detail 59, S10, S14 Resteel is • rade 60 as s • ecified, from Birmin • ham and Nucor and Cascade Placement Data (sack/type/lbs.): 1 (lbs.): Agg. (size/lbs.): Agg. (size /lbs.): Agg. (size /lbs.): Batch Weijhts /1 460# W/C Ratio: .:E■lier. Miles Cemen Fine Agg. Coarse Coarse Coarse Mix Number. 8400 1464# 1868# 7/8" Admixtures (specify) 45 oz Poly Max Slump Allowed: 5' Total Yards Placed: 89 Placed Via: pump Vibrated: Yes Fly Ash (lbs.): 54# Water (Ibs. /gad: 18.2 Gal 8130 Specified Strength (psi): 4000 Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Mir % C 231 ' Conc. Temp C 1064 Ambient Temp 65° Truck No. 52 Ticket No. 404610 Cast Samples: 1-4 31 4' 4' 67' Cast Samples: Cast Samples: Com • ressive Weather, 1 Partly cloudy Slump Range: j 4' ±1* Date Samples Picked Up: I 8 -30 -01 Comments Other ASTM Methods Used: 1 T Conforms 1 X 1 Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer 1 Specimen Number Test Date Field Cure Age Da s Size In. Area S • .In. Wei • ht Max Load Lbs. Strength . si Tested in general accordance with 1 9 -5 -01 7 6x12 28.46 29.89# 141,140 4960 ASTM C 39 X 2 9 -26 -01 28 6x12 28.29 29.92# 173,420 8130 ASTM C 78 3 9 -26 -01 28 6x12 28.29 30.07# 166,260 5880 ASTM C 109 4' Com • ressive X Flexural Conforms 1 X Does Not Conform C TO ROSENAU & AS )CIATES, INC *Discarded Copies to: Form No.: T -102 Revised: 10/02/01 Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle, Washington 98118 -3216 Tel:(2061725 -4600 • Toll Free:(888) OTTO.4 -US • Fax:(206) 723.2221 • Website: www.ottorosenau.com VIBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONCRETE REPORT TEST RESULTS Page 1 of 1 Reviewed by: 2 G c r This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Job Number: L- 01-479 Resort Number: 006 Permit Number: DO1-091 Owner Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center P , Tukwila En!. ineer. Po • • eme er Desi • n Grou • Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 9 -19 -01 Ins • ector: D. HeI • eson Inspected the resteel and placement at Walls at 5 line I to K line K line 5 to 9 line pool area. Coil rod used with #4 bar through hoops in place of slab dowels as per RF129. Resteel is grade I 60 (, as specified, from Nucor and Birmingham Placement Data Batch Wei • hts Supplier: Miles Cement (sack/type/lbs.): WI 460# Fine A• •. lbs.: 1390# W/C Ratio: Admixtures s •ec Mix Number. 6400F Max Slum • Allowed: 5" ± 1 Coarse A. g. (size /lbs.): 1860# 7/8" 45 oz Poly Total Yards Placed: 18 Coarse Agg. (size /Ib j: Coarse Agg. (size/lbs.): Fly Ash (lbs.): 80# Placed Via: Pum • Vibrated: Yes Specified Strbngth (psi): 4000 Water lbs. /:al : 240# Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1084 Ambient Tem • Truck No. Ticket No. Cast Samples: 1-4 10 4" 71° 67° 67 0408011 Cast Sam • les: Cast Samples: Compressive X Weather: 1 Slump Range: � Date Sam • les Picked U.: 9 -20-01 Comments Corner bars and dowels fixed as • er ins • ector r • • uest b D. Reid on 9 -14-01 Other ASTM Methods Used: Conforms X Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer 1 Specimen Number Test Date Field Cure Age (Days) Size _In.) Area (Sq.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 9 -26 -01 7 6x12 28.29 29.72# 122,360 4330 ASTM C 39 X ASTM C 78 ASTM C 109 Compressive X Flexural [_Conforms Does Not Conform Copies to: Form No.: T -102 Revised: 10/03/01 C, .TO ROSENAU & ASLJCIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118-3216 Tel:(206) 725 - • Toll Free:(888) OTTO.4 -US • Fax:(206) 723 -2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONCRETE REPORT TEST RESULTS Reviewed by: Page 1 of 1 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Job Number: 1 01-479 1 Report Number. 1 002 1 Permit Number. t 001 -091 Owner Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group Client: H2 Hotel LLC Contractor. Axiom Construction Services Date: 21 August 2001 Inspector. D. Helgeson Inspected the resteel and placement at Grade beam footings, grid line B, 1 to 17 lines; grid line H, 1 to6 lines; grid line 1, B to H lines; elevator pit 11 line, C to F lines. Resteel is grade 60 , as specified, from Birmingham and Nucor Placement Data Batch Wei • hts Supplier: Miles ' Cement (sack/type/lbs.): 1111 460# Fine Agg. (lbs.): 1400# W/C Ratio: Admixtures (specify) Mix Number. 06400 Max Slump Allowed: 5' ± 1' Coarse Agg. (size/lbs.): 1860# 7/8• 28 Total Yards Placed: 106 Coarse Agg. (size/lbs.): Coarse A• •. sizellbs. : 29.67# Placed Via: •um • Vibrated: Yes Fly Ash (lbs.): 80# Specified Strength (psi): 4000 Water (lbs. /gal): 290# Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1084 64° Ambient Temp 53° Truck No. 68 Ticket No. 403541 Cast Samples: 1-4 40 3 W Cast Sam • les: Cast Sam • les: Compressive Flexural X Weather. Drizzling rain Slump Range: 3' ± r Date Samples Picked Up: j 8 -22 -01 Comments Other ASTM Methods Used: Conforms X Does Not Conform ( 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer 1 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 8-28 -01 7 6x12 28.43 29.54# 129,230 4540 ASTM C 39 X 2 9 -18 -01 28 6x12 28.34 29.67# 159,600 5630 ASTM C 78 3 9 -18 -01 28 6x12 28.34 29.53# 157,590 5560 ASTM C 109 • Compressive Flexural X Conforms X Does Not Conform C .TO ROSENAU & ASIOCIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle, Washington 98118 -3216 TeI:(206) 725-4600 • Toll Free:(888) OTTO -4•US • Fax:(206) 723 -2221 • Website: vnrar.cttorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory 017_,T '0 2 2001 ; 0 E E L i ,t,j 4 N -1 *Discarded Conies to: Form No.: T -102 Revised: 09 /24/01 CONCRETE REPORT TEST RESULTS Reviewed by: Page 1 of 1 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Job Number: 1 01-479 1 Report Number: 1 005 1 Permit Number 1 DO1 -091 Owner Project: Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group Contractor Axiom Construction Services Client H2 Hotel LLC Date: 9-11 -01 Inspector R. Hardy /M. Gallanger Engineer Inspected the resteel and placement at Grid F5 to J5/6 to 10 slab on grade and pile caps in upper pod, reference detail 59. Pile caps /grade beams grid 12 to 14/J to L, reference detail 24/S9 9 -14 -01 Resteel is grade 1 60 1 , as specified, from Nucor Placement Data Batch Welohts Supplier: 1..,ies Cement (sack/type/lbs.): I /11 460# Fine Agg. (lbs.): 1490# Coarse Agg. (size/lbs.): 1886# 7/8" Coarse Agg. (size/lbs.): ::'.; Ratio: 0.42 Admixtures (specify) 45 oz Poly Mix Number. 6400 Max Slump Allowed: 5" Total Yards Placed: 108 Placed Via: Pump Coarse Agg. (size /lbs.): 3 Vibrated: Yes Fly Ash (lbs.): 80# 29.56# Specified Strength (psi): 4000 Water (lbs. /gal): 116# ASTM C 78 Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1084 Ambient Temp Truck No. Ticket No. Cast Samples: 1-6 2 4 W 75° 70• 68 406734 Cast Samples: Cast Sam • les: Compressive Flexural X Weather: 1 Clear Slump Range: 1 4' t 1" Date Samples Picked Up: 1 9 -12 -01 Comments Other ASTM Methods Used: 1 Conforms ( X 1 Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer 5 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sg.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 5 9 -14 -01 X 3 6x12 28.25 29.64# 89,930 3180 ASTM C 39 X 6 9 -14 -01 1 X 3 6x12 28.25 29.56# 83,310 2950 ASTM C 78 1 9 -18-01 7 6x12 28.34 29.80# 114,830 4050 ASTM C 109 Compressive Flexural X Conforms 1 _ Does Not Conform CoDIeS to: 11C .T. 0 0 E. 1 EI-0PMEN T O . TO ROSENAU & ASE. JCIATES INC Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle, Washington 98118 -3216 Tel:(206) 725 -4600 • Toll Free:(888) OTTO -4 -US • Fax:(206) 723 -2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONCRETE REPORT Form No.: T -102 Revised: 09/25/01 TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 x Owner x Contractor x Architect x Building Dept. x Engineer Project Address: Client Contractor. Inspector and Date Copies to: immaimis• G. TO ROSENAU & ASEJCIATES, INC. Report Number: 003 Inspection(s) Performed: P/T Stressing Comfort Suites 7200 Funcenter Pkwy, Tukwila H2 Hotel LLC Axiom Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle. Washington 98118 -3216 Tel:(206) 725 -4600 • Toll Free:1888) OTTO -4 -US • Fax:(206) 723 -2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONSTRUCTION INSPECTION REPORT Permit Number: Job Number. Architect: Engineer: Remarks 001 -091 p 'NAT C� rA 01-479 Dow Fletc er Poggemeyer Design Group Reviewed by: Brian Robertson On site to perform post tension tendon stressing inspection at the footings from 1 line to 26 line. Please see 9/10/01 the attached data sheets. Work appears to conform to approved drawings and specifications. C!7-yAgg ET �/ U , This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723-2221 Form No.: F -104 Revised: 09/19/01 Otto Rosenau & Associates, Inc. 6747 M.L. King Way S., Seattle, WA 98118 Phone:(206) 725-4600 Project: Comfort Suite Address: 7200 Fun Cntr Wy Tukwila Permit*. j 001 -091 Area: Inspector: Brian Robertson Date 9/10/01 Ram #: I 421Guage #: PT042 Req. PSI: = 33 KIP's STRESSING REPORT First Pull Second Pull 1 Tendon Color and Initial Final Al Initial Final A2 Elon • Al +A2 Required Minus Plus Within Number 1 Length PurWhtBlu Reading 10 Reading 12 5/8 Elong 2 5/8 Reading Readin • Tot. Elong Elong. Tolerance Tolerance Tolerance Notes 2 1/2 2 3/8 2 5/8 Y 2 PurWhtBlu 10 12 5/8 2 5/8 21/2 2 3/8 2 5/8 Y 3 PurWhtBlu 10 12 3/8 2 3/8 2 1/2 2 3/8 2 5/8 Y 4 PurWhtBlu 10 12 1/2 2 1/2 -' 2 1/2 2 3/8 2 5/8 Y 5 Pur -Wht 10 121/4 21/4 21/8 2 21/4 Y 6 Pur -Wht 10 121/4 2 114 21/8 ( 2 21/4 Y 7 Pur -Wht 10 121/4 21/4 21/8 2 21/4 Y 8 Pur -Wht 10 121/8 21/8 21/8 2 21/4 Y 9 Pur -Wht 10 12 2 21/8 2 21/4 Y Crooked Wedges 10 Pur -Wht 10 121/8 21/8 21/8 2 21/4 Y 11 Pur -Wht 10 121/8 21/8 21/8 2 21/4 Y 12 Pur -Wht 10 12 2 21/8 2 21/4 Y 13 Purple/ 10 14 3/8 4 3/8 4 1/8 3 7/8 4 3/8 Y 14 Purple/ 10 14 3/8 4 318 4 1/8 ' 3 7/8 4 3/8 Y 15 Purple/ 10 14 3/8 4 3/8 4 1/8 3 7/8 4 3/8 Y 16 Purplel 10 14 3/8 4 3/8 4 1/8 3 7/8 4 3/8 Y 17 Pur -Sill 10 12 5/8 2 5/8 2 1/2 2 3/8 2 5/8 Y 18 19 1 Pur -Sill Pur -Sill_ 10 12 5/8 2 5/8 _ 2 1/2 2 3/8 2 5/8 Y ______10_ 10 10 10 12 5/8 I 2 5/8 12 3/8 r 2 3/8 121/4 21/4 I 2 1/2 1- 2 3/8 2 5/8 Y _ _ 20 21 22 - Pur -Sill Pur -Wht 2 1/2 2 3/8 ; 1 21/8 i 2 2 5/8 21/4 Y Y Pur -Wht 121/8 21/8 21/8 2 21/4 Y 23 Pur -Wht 10 121/8 21/8 1 21/8 2 21/4 Y 24 Pur -Wht 10 12 2 21/8 2 21/4 Y 25 Pur -Wht 10 12 2 1 21/8 2 21/4 Y 26 Pur -Wht 10 121/8 21/8 1 21/8 2 21/4 Y 27 Pur -Wht 10 121/8 21/8 21/8 2 21/4 Y 28 Pur -Wht 10 121/8 21/8 21/8 2 21/4 Y 29 30 ?urWhtGrr 10 12 7/8 2 7/8 -- THE EXCLUSIVE —! ; 3 1/8 j 3 1/8 a 2 7/8 3 3/8 Y PurWhtGrr 10 13 1/4 3 1/4 1 2 7/8 3 3/8 Y THIS REPORT APPLIES ONLY TO THE ITEMS TESTED AND IS IN FULL, WITHOUT PROPERTY PERMISSION OF THE CLIENT FIRM IS AND OTTO ROSENAU S ASSOCIATES, INC. REPRODUCTION OF THIS REPORT, EXCEPT WRITTEN FROM OUR STRICTLY PROHIBITED. Page of NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Otto Rosenau & Associates, Inc. 6747 M.L. King Way S., Seattle, WA 98118 Phone:(206) 725 -4600 Project: Inspector: Comfort Suite Address: 7200 Fun Cntr Wy Tukwila 'Permit IRam #: 1 #: t D01 -091 _ 421Guage 1Area: Brian Robertson Date 9/10/01 #: IPT042 Req. PSI: = 33 KIP's STRESSING REPORT Tendon ' Color and Initial First Pull Final M i Initial Second Pull Final 62 e1 +o2 Tot. Elong Required Elong. Minus Tolerance Plus Within Number Length Reading Reading Elong Reading Reading Elong Tolerance Tolerance Notes 31 purWhtGrr 10 13 1/4 3 1/4 } r 3 1/8 3 1/8 21/8 2 7/8 2 7/8 2 3 3/8 3 3/8 21/4 Y Y Y 32 PurWhtGrr 10 13 1/4 3 1/4 33 Pur -Wht 10 121/8 21/8 34 Pur -Wht 10 121/4 21/4 21/8 2 21/4 Y 35 Pur -Wht 10 121/4 21/4 21/8 2 21/4 Y 36 Pur -Wht 10 121/8 21/8 21/8 2 21/4 Y 37 Pur -Grn 10 15 3/8 5 3/8 5 1/8 4 3/4 5 1/2 Y 38 Pur-Grn 10 15 3/8 5 3/8 5 1/8 4 3/4 5 1/2 Y 39 Pur -Grn 10 15 3/8 5 3/8 5 1/8 4 3/4 5 1/2 Y 40 Pur -Grn 10 15 1/8 51/8 51/8 4 3/4 5 1/2 Y 41 Pur -YeI 10 131/2 31/2 31/4 3 31/2 1 Y 42 Pur -Yel 10 131/2 31/2 31/4 3 31/2 Y 43 Pur -YeI 10 131/2 31/2 31/4 ! 3 31/2 Y 44 Pur -YeI 10 131/2 31/2 31/4 3 31/2 Y 45 Pur -Wht 10 12 2 1 21/8 r 2 21/4 Y 46 Pur -Wht 10 12 2 • i 21/8 2 21/4 Y 47 Pur -Wht 10 121/4 21/4 r 21/8 2 21/4 Y 48 Pur -Wht 10 12 2 21/8 12 1 21/4 Y 49 Purple2 10 13 1/2 3 1/2 J 3 3/8 3 1/8 3 5/8 Y 50 Purple2 10 13 5/8 3 5/8 1 3 3/8 3 1/8 3 5/8 Y 51 Purple2 10 13 5/8 3 5/8 I 3 3/8 3 1/8 3 5/8 Y 52 Purple2 10 13 1/2 3 1/2 3 3/8 31/8 3 5/8 Y 53 Pur -Si12 10 14 1/4 4 1/4 1/2 4 1/8 4 7/8 Y 54 Pur -S112 10 14 3/8 4 3/8 _ _ ( 4 1/2 4 1/8 4 7/8 Y 55 Pur -S112 10 14 3/8 4 3/8 4 1/2 1 4 1/8 4 7/8 Y 56 Pur -Si12 10 4 1/4 4 1/4 4 1/2 14 1/8 4 7/8 Y 57 Pur -Ye12 10 12 2 21/8 ! 2 21/4 Y 58 Pur -Ye12 10 12 t 2 i 21/8 12 21/4 Y 59 Pur -Ye12 10 12 2 1 21/8 2 21/4 Y 60 Pur -Yel2 10 12 2 1 1 21/8 1 2 21/4 Y THIS REPORT APPLIES ONLY TO THE ITEMS TESTED AND IS THE EXCLUSIVE WITHOUT WRITTEN PROPERTY OF THE CLIENT AND OTTO ROSENAU & ASSOCIATES, INC. REPRODUCTION OF THIS REPORT, EXCEPT IN FULL, PERMISSION FROM OUR FIRM IS STRICTLY PROHIBITED. Page of NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. x Owner x Contractor x Architect x Building Dept. x Engineer Inspector and Date Conies to: C 1T0 ROSENAU & ASLJCIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle, Washington 98118 -3216 Tel:(206) 725 -4600 • Toll Free:(888) OTTO-4-US • Fax:(206) 723 -2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory Report Number. 004 Inspection(s) Performed: Resteel Project: Comfort Suites Permit Number: D01 -091 Address: 7200 Funcenter Pkwy, Tukwila Job Number: 01-479 Client: H2 Hotel LLC Architect: Dow Fletcher Contractor. Axiom Engineer: Poggemeyer Design Group 0. Reid Inspected resteel for pool walls per 2/S14 and pilasters 9/S9 ok for vertical and horizontal with exception to 9 -14 -01 no corner bars placed. Contractor to place corner bars. Placement inspector to verify corner bars and clearance and dowels. Location: between 5 and 9, and J and K Does not conform CONSTRUCTION INSPECTION REPORT Remarks Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Form No.: F -104 Revised: 09/19/01 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 8 -14-01 7 2x4 3.14 1.00# 21,440 6830 ASTM C39 X 5 8 -14 -01 45 oz. Delvo 7 2x4 3.14 1.03# 24,660 7850 ASTM C 109 Grout Temp 9 8 -14 -01 Ticket No. 7 2x4 3.14 1.03# 24,580 7830 Compressive X x Owner x Contractor x Architect x Building Dept. x Engineer Inspected the resteel and placement at Job Number: j 01-479 j Re•ort Number: 008 Permit Number: 001 -091 Project: Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Ci Wa , Tukwila En • ineer: P • ! !em - er Desi • n Grou • Client: H2 Hotel LLC Contractor Axiom Construction Services Date: 7 August 2001 Inspector. A. Novikoff Inspected the resteel and placement at augercast piles #'s" 88, 133, 136, 103, 132, 99, 124, 125, 153, 96, 97, 151, 161, 169, 167, 160, 168, 86, 87,105. Resteel is grade r - - i , as specified, from [— Placement Data Batch Weights Supplier: Cadman Cemen Atype/Ibs.): 936# Water (Ibs. /gal : 285# Mix Number. 104040 Fire Agg. (Ibs.): 2282# Admixtures (sped ) Total Yards Placed: 116 Coarse Agg. ( size/lbs.): 45 oz. Delvo Specified Strength (psi): 4000 Coarse Ag . (size/lbs.): Sampling and Casting of Samples ASTM C 31, C 109 Cubic Yards Flow CRD – C 611 Grout Temp Ambient Temp Truck No. Ticket No. Cast Samples: 1-4 9 70 °F 65 °F 263 238652 Cast Samples: 5 -8 18 71 °F 65 °F 265 238683 Cast Samples: 9 -12 27 70 °F 68 °F 260 238739 Cast Samples: 13.16 36 72 °F 69 °F 263 238768 Cast Samples: 17-20 45 73 °F 69 °F 265 238796 Cast Samples: 21-24 54 72 °F 70 °F 260 238813 Cast Samples: 25-28 63 70 °F 70 °F 263 238858 Cast Samples: 29 -32 72 70 °F 71 °F 265 238874 Cast Samples: 33 -36 81 72 °F 71 °F 260 238900 Cast Samples: 37 -40 90 70 °F 72 °F 263 238910 Cast Samples: 41 -44 99 73 °F 71 °F 265 238943 Cast Samples: 45 -48 108 71 °F 70 °F 260 238955 Cast Samples: 49-52 116 73 °F 73 °F 206 238978 Weather: Clear, 70 °'s Date Samples Picked Up: 8 -8 -01 Comments Other ASTM Methods Used: j Conforms j x j Does Not Conform j See attached for additional test results Copies to: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: T -101 Revised: 09/14/01 G ,'TO ROSENAU & ASLJCIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118-3216 TeI:(206) 725-4600 • Toll Free:(888) OTTO.4 -US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LAAccredited Laboratory AUGERCAST REPORT TEST RESULTS Reviewed by: Page 1 of 3 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 13 8 -14-01 7 2x4 3.14 1.03# 22,320 7110 ASTM C39 X 17 8 -14-01 7 2x4 3.14 1.04# 25,480 8110 ASTM C 109 21 , 8 -14-01 _ 7 2x4 3.14 .97# 23,220 7390 25 8 -14 -01 7 2x4 3.14 1.04# 22,390 7130 Compressive X 29 8 -14 -01 7 2x4 3.14 1.03# 25,760 8200 33 _ 8 -14 -01 7 2x4 3.14 1.04# 25,840 8230 37 8 -14-01 7 2x4 3.14 1.04# 25,380 8080 41 8 -14 -01 7 2x4 3.14 1.02# 23,220 7390 45 8 -14-01 7 2x4 3.14 1.04# 25,510 8120 49 8 -14-01 7 2x4 3.14 1.04# 22,520 7170 2 9-4-01 28 2x4 3.14 1.00# 24,660 7850 3 9-4-01 28 2x4 3.14 .99# 26,260 8360 4* _ 6 9-4.01 28 2x4 3.14 1.00# 30,110 9590 7 9-4 -01 28 2x4 3.14 1.00# 31,320 9970 8* 10 9 -4-01 28 2x4 3.14 .98# 31,570 10050 11 9 -4-01 28 2x4 3.14 1.01# 30,460 9700 12* 14 9-4 -01 28 2x4 3.14 .99# 32,800 10450 15 9 -4-01 28 2x4 3.14 .99# 25,640 8170 16* 18 9 -4-01 28 2x4 3.14 1.01# 25,910 8250 19 9 -4-01 28 2x4 3.14 .99# 27,750 8840 20* 22 9 -4-01 28 2x4 3.14 .98# 30,320 9630 23 9-4 -01 28 2x4 3.14 .98# 25,760 8200 24* l � StEMAIMININI Job Number: 01-479 Project: 1 Comfort Suites * Discarded See attached for additional test results AUGERCAST REPORT Date: TEST RESULTS OTTO ROSEIvA U & ASSOCIATES, INC. 008 Permit Number: D01 -091 7 Au oust 2001 Conforms 1 x 1 Does Not Conform [ 1 Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 2 of 3 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888- OTTO-4-US - Fax (206) 723 -2221 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 26 9-4-01 28 2x4 3.14 1.00# 28,930 9210 ASTM C39 X 27 9-4 -01 28 2x4 3.14 1.00# 28,000 8920 ASTM C 109 28* 30 9 -4-01 28 2x4 3.14 1.01# 32,870 10470 Compressive X 31 9-4-01 28 2x4 3.14 .98# 28,800 9170 32* 34 9-401 28 2x4 3.14 1.01# 29,400 9360 35 9-4 -01 28 2x4 3.14 .99# 28,630 9120 36* 38 9-4-01 28 2x4 3.14 .98# 29,400 9750 39 9-4 -01 28 2x4 3.14 1.01# 28,630 10170 40* 42 9-4 -01 28 2x4 3.14 1.00# 30,610 8510 — 43 9-4 -01 28 2x4 3.14 1.02# 31,940 8970 44* 46 9-4-01 28 2x4 3.14 1.00# 26,720 8880 47 9 -4-01 28 2x4 3.14 .99# 28,170 8680 48* 50 9-4-01 28 2x4 3.14 .99# 28,870 8670 51 9 -4-01 28 2x4 3.14 .99# 27,270 8250 52* AUGERCAST REPORT Report Number: Job Number: 01 -479 I Comfort Suites Permit Number: 001 -091 Date: 7 Au • ust 2001 * Discarded Reviewed by: TEST RESULTS This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 3 of 3 OTTO ROSENA U & ASSOCIATES, INC. Conforms I x ' Does Not Conform 1 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888-OTTO -4-US - Fax (206) 723 -2221 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 8 -15 -01 7 2x4 3.14 .96# 15,532 4950 ASTM C39 X 5 8 -15 -01 Total Yards Placed: 100 7 2x4 3.14 1.00# 17,151 5460 ASTM C 109 Ambient Temp 9 8 -15 -01 Cast Samples: 7 2x4 3.14 1.00# 17,206 5480 Compressive X x Owner x Contractor x Architect x Building Dept. x Engineer Inspected the rested and placement at Job Number: 01 -479 Resort Number: 009 Permit Number: D01 -091 Project: Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila Engineer: Poggemeyer Design Group Client: H2 Hotel LLC Contractor Axiom Construction Services Date: 8 August 2001 Inspector: J. Abson, H.T. Johnson Inspected the rested and placement at piles #: 129, 127, 98, 131, 128, 101, 102, 65, 66, 104, 175, 174, 172, 154, 130, 163, 162, 173. Resteel is grade 60 T, as specified, from Birmingham Placement Data Batch Weights Supplier: Cadman Cemenjtype/Ibs.): 940# _ Water (lbs. /gal): 492# Mix Number. 104040 Fine Agg. (Ibs.): 2205# Coarse Agg. (size/Ibs.): Admixtures (specify) 47 oz. Delvo Total Yards Placed: 100 S Strength (psi): 4000 Coarse A.. size/Ibs Sampling and Casting of Samples ASTM C 31, C 109 Cubic Yards Flow CRD — C 611 Grout Temp Ambient Temp Truck No. Ticket No. Cast Samples: 1-4 9 72 °F 63 °F 238 239005 Cast Samples: 5 -8 18 73 °F 63 °F 254 239030 Cast Samples: 9-12 27 72 °F 64 °F 282 239061 Cast Samples: 13 -16 38 76 °F 66 °F 292 239103 Cast Samples: 17 -20 46 75 °F 69 °F 257 239195 Cast Samples: 21 -24 58 75 °F 71 °F 418 239219 Cast Samples: 25 -28 69 74 °F 74 °F 401 239249 Cast Samples: 29 -32 79 77 °F 76 °F 292 239290 Cast Samples: 33 -36 88 75 °F 76 °F 257 239292 Cast Samples: 37 -40 100 76 °F 76 °F 416 239339 Cast Samples: Cast Samples: Cast Samples: Weather: 1 Clear and sunny Date Samples Picked Up: 1 8 -9 -01 Comments Other ASTM Methods Used: J Conforms Does Not Conform j Copies to: See attached for additional test results Form No.: T -101 Revised: 09/14/01 G r'TO ROSENAU & ASL3CIATES, INC. Construction inspection & Material Testing 6747 t,1.L. King Way South, Seattle, Washington 98118 -3216 Tel:(206) 725 -4600 • Toil Free:(888) OTTO.4 -US • Fax:(206) 723 -2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory AUGERCAST REPORT TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 3 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 13 8 -15 -01 7 2x4 3.14 .97# 16,506 5260 ASTM C39 X 17 8 -15-01 7 2x4 3.14 1.00# 17,995 5730 ASTM C 109 21 8 -15 -01 7 2x4 3.14 1.01# 17,106 5450 25 8 -15 -01 7 2x4 3.14 .99# 17,623 5610 Compressive 29 8 -15 -01 7 2x4 3.14 .95# 16,587 5280 33 8 -15-01 7 2x4 3.14 .99# 17,095 5440 37 8 -15 -01 7 2x4 3.14 .97# 16,607 5290 2 9 -5 -01 28 2x4 3.14 .97# 18,520 5900 3 9-5-01 28 2x4 3.14 .99# 18,500 5890 4' 6 9 -5-01 28 2x4 3.14 .99# 21,490 6840 7 9-5 -01 28 2x4 3.14 1.00# 21,170 6740 8' 10 9 -5-01 28 2x4 3.14 1.00# 25,590 8150 11 9 -5-01 28 2x4 3.14 1.00# 25,240 8040 12' 14 9 -5 -01 28 2x4 3.14 .98# 21,360 6800 15 9 -5-01 28 2x4 3.14 .98# 21,390 6810 16' 18 9 -5-01 28 2x4 3.14 .99# 21,890 6770 19 9 -5-01 28 2x4 3.14 1.01# 21,690 6910 20' 22 9 -5-01 28 2x4 3.14 1.01# 24,400 7770 23 9 -5 -01 28 2x4 3.14 1.01# 24,480 7800 �- 24' �- 26 9 -5-01 28 2x4 3.14 1.01# 22,320 7110 27 9 -5 -01 28 2x4 3.14 1.02# 22,950 7310 28' 30 9 -5-01 28 2x4 3.14 .94# 23,200 7390 31 9 -5-01 28 2x4 3.14 .96# 22,460 7150 32' — 34 9 -5-01 28 2x4 3.14 .98# 20,510 6530 Job Number: 1 01-479 Project: 1 Comfort Suites *Discarded See attached for additional test results I Report Number: 1 009 AUGERCAST REPORT 1 Date: TEST RESULTS OTTO ROSENA U & ASSOCIA TES, INC. Conforms ( x I Does Not Conform 1 Reviewed by: 1 8 August 2001 Permit Number: 1 D01 -091 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 2 of 3 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Specimen Number Test Date Field Cure Age Da s Size In. Area S • .In. Wei! ht Max Load Lbs. Strength • Si Tested in general accordance with 9 -5 -01 28 2x4 3.14 • : 20,630 6570 36' ASTM C 109 a �� 40' 28 � .99# 24 780 890 28 2x4 Job Number: 1 01-479 Project 1 Comfort Suites *Discarded AUGERCAST REPORT 1 Report Number. 1 009 1 Date: TEST RESULTS OTTO ROSEI\. _ U & ASSOCIATES, INC. 1 8 August 2001 1 Permit Number: 1 D01 -091 Conforms 1 x 1 Does Not Conform 1 Reviewed by: Cq This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 3 of 3 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723-2221 1 Specimen Number Test Date 8 -16-01 Field Cure Age (Days) 7 Size (In) 2x4 Area (Sq.ln.) 3.14 Weight 1.03# Max Load (Lbs.) 24,227 Strength (psi) 7720 Tested in general accordance with ASTM C39 X 1 5 8 -16-01 7 2x4 3.14 1.01# 20,357 6480 ASTM C 109 Admixtures (specify) 9 8 -16-01 (size/lbs.): . (size /Ibs.): Flow CRD — C 811 7 2x4 3.14 1.01# 20,935 6670 Compressive X x Owner x Contractor x Architect x Building Dept. x Engineer Inspected the resteel and placement at 1 Augercast piles #1 -11 as per Geo's report 8 -9-01. Resteel previously inspected. Job Number: Conies to: IMO C :TO ROSENAU &ASL3CIATES INC See attached for additional test results Form No.: T -101 Revised: 09/14/01 Amne 01 -479 Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118-3216 TeI:(206) 725 -4600 • Toll Free:(888) OTTO.4 -US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory AUGERCAST REPORT Retort Number: TEST RESULTS 010 1 Permit Number: D01 -091 Reviewed by: '!f / This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 Project: Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila Engineer. Poggemeyer Design Group Client: H2 Hotel LLC Contractor: Axiom Construction Services Date: 9 August 2001 Inspector: G. Salyards Inspected the resteel and placement at 1 Augercast piles #1 -11 as per Geo's report 8 -9-01. Resteel previously inspected. Resteel is grade 1 1 . as specified, from Placement Data Cement Batch Weights (type/lbs.): 940# Water (Ibs. /gal): 2092# Supplier: Cadman Mix Number. 104040 Fine Agg. (lbs .1: 2209# Admixtures (specify) Total Yards Placed: 66 Coarse Agg. Coarse Ag Cubic Yards (size/lbs.): . (size /Ibs.): Flow CRD — C 811 Grout Temp Ambient 47 oz. DeIvo Temp Truck No. Ticket No. Specified Strength (psi): 4000 Sampling and Casting of Samples ASTM C 31, C 109 Cast Samples: 1 -4 9 73 °F 64 °F 266 239424 Cast Samples: 5 -8 21 72 °F 64 °F 416 239448 Cast Samples: 9 -12 30 71 °F 65 °F 250 239483 Cast Samples: 13 -16 39 74 °F 67 °F 201 239538 Cast Samples: 17 -20 51 72 °F 68 °F 416 239585 Cast Samples: 21 -24 60 71 °F 74 °F 221 239640 Cast Samples: 25 -28 66 73 °F 75 °F 201 239709 Cast Samples: Cast Samples: Cast Samples: Cast Samples: Cast Samples: Cast Samples: Weather: Clear Date Samples Picked Up: 1 8 -10 -01 Comments Pile #8 was re- drilled and cast a 2 time. On site Geolo• ist fro, Associated Earth Sciences: Scott Hannah Other ASTM Methods Used: Conforms x Does Not Conform Job Number: Conies to: IMO C :TO ROSENAU &ASL3CIATES INC See attached for additional test results Form No.: T -101 Revised: 09/14/01 Amne 01 -479 Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118-3216 TeI:(206) 725 -4600 • Toll Free:(888) OTTO.4 -US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory AUGERCAST REPORT Retort Number: TEST RESULTS 010 1 Permit Number: D01 -091 Reviewed by: '!f / This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 13 8 -16-01 7 2x4 3.14 1.01# 18,774 5980 ASTM C39 X_ 17 8 -16-01 7 2x4 3.14 1.04# 23,926 7620 ASTM C 109 21 8 -16-01 7 2x4 3.14 .99# 18,874 6010 25 8 -16-01 7 2x4 3.14 1.04# 22,041 7020 Compressive X 2 9 -6-01 28 2x4 3.14 1.03# 29,660 9450 3 9-6-01 28 2x4 3.14 1.03# 29,770 9480 _ 4' 8 9 -6 -01 28 2x4 3.14 1.01# 23,750 7560 7 9 -6 -01 28 2x4 3.14 1.01# 24,650 7850 8' �. 10 9 -6 -01 28 2x4 3.14 1.01# 24,200 7710 11 9 -6-01 28 2x4 3.14 1.01# 24.270 7730 12' 14 9 -6-01 28 2x4 3.14 1.01# 23,830 7590 15 9 -6-01 28 2x4 3.14 1.01# 25,650 8170 �^ 18 9 -6-01 28 2x4 3.14 1.05# 27,190 8660 19 ' 9 -6-01 28 2x4 3.14 1.04# 26,300 8380 20' 22 9 -6-01 28 2x4 3.14 1.01# 23,750 7560 23 9 -6-01 28 2x4 3.14 1.00# — 23,490 7480 24' 26 9 -6-01 28 2x4 3.14 1.03# 28,190 9070 27 9 -6-01 28 2x4 3.14 1.04# 29,900 9520 28' Project: ( Comfort Suites *Discarded This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. AUGERCAST REPORT Date: TEST RESULTS Page 2 of 2 OTTO ROSElvA U & ASSOCIATES, INC. Conforms Reviewed by x I Does Not Conform 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888-OTTO -4-US — Fax (206) 723 -2221 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer Client: H2 Hotel LLC Contractor. Axiom Construction Services Job Number: ( 01-479 Resort Number. 001 Permit Number: 001 -091 Test Date Field Cure Age (Days) Project Comfort Suites Architect: Dow Fletcher & Associates Weight Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group Tested in general accordance with Client: H2 Hotel LLC Contractor. Axiom Construction Services 8 -20 -01 Date: 13 August 2001 Inspector. R. Schaefer /H.T. Johnson 6x12 28.43 30.03# Inspected the resteel and placement at 1 Foundation walls (ref. Drawing S3) grids 18.5 -24/B - C, 25 — 26 /C - G & 18.5 - 24/H -1. 4660 ASTM C 39 X Resteel is grade 1 60 1 as s • ecified from Bimiin •_ham Steel & Cascade Mills Placement Data Batch Weights 28.37 Supplier. Miles Cement (sack/type/lbs.): 1 /11 460 Fine Agg. (Ibs.): 1400 W/C Ratio: Admixtures (specify) i Mix Number. 06400F Max Slump Allowed: 3 ± 1 Coarse Agg. (size/lbs.): 1860 7/8" Polyheed 28 Total Yards Placed: 86 Coarse Agg. (size /lbs.): Coarse Agg. (size /lbs.): Fly Ash (lbs.): 80 30.07# 162,550 Placed Via: Boom pump Vibrated: Yes Specified Strength (psi): 4000 Water (Ibs. /dal): 29 Ga Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1064 Ambient Temp Truck No. Ticket No. Cast Samples: 1-4 15 3' 69° 68° 104 402467 Cast Samples: Cast Samples: Weather: Sunny Up: J 8 -14 -01 Slump Range: 3 ± 1 Comments Date Samples Picked � Conforms 1 X [ Does Not Conform Does Not Conform Other ASTM Methods Used: ( Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 8 -20 -01 7 6x12 28.43 30.03# 132,430 4660 ASTM C 39 X 2 9 -10 -01 28 6x12 28.37 30.06# 171,140 6030 ASTM C 78 3 9 -10 -01 28 6x12 28.37 30.07# 162,550 5730 ASTM C 109 • Compressive Flexural X L Conforms X Does Not Conform C ,'TO ROSENAU & ASL,JCIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118 -3216 Tel:(206) 725.4600 • Toll Free:1888) OTTO -4 -US • Fax:(206) 723 -2221 • Website: www.ottorosenau corn WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory ANNOMMI CONCRETE REPORT TEST RESULTS *Discarded Conies to: Form No.: T -102 Revised: 09 /17/01 Reviewed by: Page 1 of 1 1 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Job Number: 1 01-479 1 Report Number: j 003 1 Permit Number: j 001 -091 Owner Project: Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer: Poggemeyer Design Group Client: H2 Hotel LLC Contractor: Axiom Construction Services Date: 29 August 2001 Inspector: R. Hardy Inspected the resteel and placement at Footings/elevator wall/grade beam, grid 5 to 18/B to J.5, reference detail S9, S10, S14 9-5 -01 Resteel is grade 1 60 j , as specified, from Birmingham and Nucor and Cascade Placement Data Batch Weights Supplier: Miles Cement (sadk/iyipellbs.): I /II 460# W/C Ratio: Admixtures (specify) Mix Number. 6400 Fine Agg. (Ibs.): 1464# Max Slump Allowed: 5' Coarse Agg. (size/lbs.): 1868# 7/8" 45 oz Poly Total Yards Placed: 89 Coarse Agg. ( size/lbs.): Coarse Agg. ( size/lbs.): Placed Via: pump Vibrated: Yes Fly Ash (Ibs.): 54# ASTM C 78 S pecified Strength (psi): 4000 Water (Ibs. /gal): Cubic Yards Slump C 143 18.2 Gal Air % C 231 Conc. Temp C 1064 Ambient Temp Truck No. Ticket No. Sampling and Casting of Samples ASTM C 172, C 31 Cast Samples: 1-4 31 4' 67° 65° 52 404610 Cast Samples: Cast Samples: Com • ressive X Weather: Partly cloudy 1 Slump Range: 1 4" ± 1' Date Sam • les Picked Up: 1 8 -30 -01 Comments Other ASTM Methods Used: j J Conforms 1 X 1 Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer 1 Specimen Number Test Date Field Cure Age Da s Size In. Area S • .In. Wei • ht Max Load Lbs. Strength •. Tested in general accordance with 1 9-5 -01 7 6x12 28.46 29.89# 141,140 4960 ASTM C 39 X ASTM C 78 ASTM C 109 Com • ressive X Flexural Conforms Does Not Conform Conies to: C , ROSENAU & AS,JCIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118-3216 Tel:(206) 725-4600 • Toll Free:(888) OTTO-4-US • Fax:(206) 723-2221 • Webste: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONCRETE REPORT TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: T -102 Revised: 09/14/01 Page 1 of 1 Job Number. 1 01-479 1 Report Number: 1 004 1 Permit Number. � 001 -091 Owner Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center P , Tukwila En• ineer. P • • • eme er Desi • n Grou • Client: H2 Hotel LLC Contractor. Axiom Construction Services Date: 9 -5-01 Inspector: R. Hardy/E. Moser Inspected the resteel and placement at Slab for swimming pool. Pile caps and pile cap footings. Pile caps, lines F and E from 15 to 19 line, footings E and F, 16 to 19. Resteel is grade 1 60 1 , as specified, from Nucor and Cascade Batch Weights 28.37 Placement Data Supplier. Miles Cement (sack/type/lbs.): 1111 460# Fine Agg. (Ibs.): 1464# Coarse Agg. (size /Ibs.): 1868# 718' Coarse Agg. (size/Ibs.): Coarse A! .. size/Ibs. : W/C Ratio: 0.43 Admixtures (specify) 45 oz Poly Mix Number. 6400 Max Slump Allowed: 5" Total Yards Placed: 156 Placed Via: Pum • & chute Vibrated: Yes Fly Ash (Ibs.): 541# 28.33 Specified Strength (psi): 4000 Water (lbs. /gal): Cubic Yards 41 Slump C 143 3W 18.2 Gal Air % C 231 Conc. Temp C 1064 68° Ambient Temp 61° Truck No. 014 Ticket No. 405574 Sampling and Casting of Samples ASTM C 172, C 31 Cast Samples: 1-4 Cast Sam • Ies: 5 -8 142 3 W 67° 62° 014 405658 Cast Samples: Weather. 1 Cloudy Slump Ran! e. 4' ± 1' Date Samples Picked Up: + 9-6 -01 Comments Other ASTM Methods Used: ( Conforms X Does Not Conform 1 1 Owner 1 Contractor 1 , Architect 1 Building Dept. 1 Engineer 4 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sg.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 4 9 -10 -01 5 6x12 28.37 29.05# 118,910 4190 ASTM C 39 X 1 9 -12 -01 7 6x12 28.33 29.66# 132,250 4670 ASTM C 78 5 9 -12 -01 7 6x12 28.33 29.86# 120,870 4270 ASTM C 109 Compressive X Flexural 1 Conforms 1 Does Not Conform Copies to: Form No.: T -102 Revised: 09/19/01 C.TOROSENAU&ASUCIATES Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118 -3216 TeI:(206) 725 -4600 • Toll Free:(888) OTTO -4 -US • Fax:1206) 723 -2221 • Webs+te: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONCRETE REPORT TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 x Owner x Contractor x Architect x Building Dept. x Engineer Project Address: Client Contractor. Inspector and Date Coates to: Report Number. 002 Inspection(s) Performed: PT Comfort Inn Suites 7200 Funcenter Pkwy, Tukwilla H2 Hotel LLC Axiom C� ROSENAU & AS` )CIATES, INC Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118 -3216 Tel:(206) 725 -4600 • Toll Free:(888)OTTO-4-US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONSTRUCTION INSPECTION REPORT Permit Number: Job Number. Architect Engineer: Remarks D. Lyal On site visit with project super. to review PT shop drawings, prior to stressing on Monday 9 -10 -01. Notified 9-6 -01 super. that some of the tendnns will need to be dug out and cleaned, prior to stressing. PT tendons straight per details on S -3 and #4 on S-9 approved plans and PT shops PT 2 and 3 dated 8- 10 -01. Reviewed by: RECEWED SEP 1 7 2001 COMMUNITY DE'!E OPME l 001 -091 01-479 Dow Fletcher & Associates Poggemeyer Design This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725.4600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Form No.: F -104 Revised: 09/07/01 x Owner x Contractor x Architect x Building Dept. x Engineer Inspected the resteel and placement at 1 augercast piles. per plan. Job Number: 1 01 -479 1 Report Number: 006 Permit Numb Project: Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila Engineer: Poggemeyer Design Group Client: H2 Hotel LLC Contractor. Axiom Construction Services Date: 3 August 2001 Inspector: E. Pierre Inspected the resteel and placement at 1 augercast piles. per plan. Resteel is grade I 60 1 , as specified, from Cascade Mills and Birmingham Steel. Placement Data Batch Weights Water (Ibs. /gal): 1621# Admixtures (specify) Supplier: Cadman Cement (type/Ibs.): 939# Fine Agg. (lbs.): 2254# Mix Number. 104040 Total Yards Placed: 110 Coarse Agg. Coarse Agg. Cubic Yards (size/lbs.): (size/lbs.): Flow CRD — C 611 Grout Temp Ambient 47 oz. Delvo Temp Truck No. Ticket No. Specified Strength (psi): 4000 Sampling and Casting of Samples ASTM C 31, C 109 Cast Samples: 1 -4 9 76 °F 64 °F 146 237755 Cast Samples: 5 -8 18 201 237776 Cast Samples: 9 -12 27 214 237811 Cast Samples: 13 -16 39 75 °F 416A 237853 Cast Samples: 17 -20 48 146 237902 Cast Samples: 21 -24 57 260 237915 Cast Samples: 25 -28 66 214 237939 Cast Samples: 29 -32 74 77 °F 74 °F 146 237994 Cast Sam • les: 33 -36 83 260 238007 Cast Samples: 37 -40 92 264 238040 Cast Samples: 41-44 101 146 238042 Cast Samples: 45-48 110 260 238090 Weather: 1 Overcast, rain Date Samples Picked Up: 1 8-6 -01 Comments Other ASTM Methods Used: Conforms 1 x 1 Does Not Conform This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 3 See attached for test results Copies to: Form No.: T -101 Revised: 09/07/01 CTO ROSENAU &ASS JCIATES INC Construction Inspection & Material Testing 6747 M,L. King Way South. Seattle. Washington 98118 -3216 TeI:(206) 725.4600 • Toll Free:(888) OTTO -4•US • Fax:(206) 7212221 • Website: v WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Labo AUGERCAST REPORT SEP 1 7 7001 corwiviON' Reviewed by: ��� /'vrGG Z 00 U 0 W 0 d O W U� 0— 0 I— WW u. ill Lo Q Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 8 -10 -01 7 2x4 3.14 1.01# 20,060 6390 ASTM C39 X 5 8 -10-01 ' 7 2x4 3.14 1.01# 20,440 6510 ASTM C 109 9 8 -10-01 7 2x4 3.14 1.00# 21,660 6900 13 8 -10 -01 7 2x4 3.14 1.01# 20,420 6500 Compressive X 17 8 -10-01 7 2x4 3.14 1.04# 22,770 7250 21 8 -10 -01 7 2x4 3.14 1.03# 23,020 7330 25 8 -10 -01 7 2x4 3.14 .99# 16,120 5130 29 8 -10 -01 7 2x4 3.14 1.01# 19,800 6310 33 8 -10 -01 7 2x4 3.14 1.00# 18,420 5870 37 8 -10 -01 7 2x4 3.14 1.03# 17,630 5610 41 8 -10-01 7 2x4 3.14 1.02# 20,920 6660 45 8 -10-01 7 2x4 3.14 1.02# 21,200 6750 2 8 -31 -01 28 2x4 3.14 1.01# 24,330 7750 3 8 -31-01 28 2x4 3.14 1.00# 25,180 8020 4* 1.02# 27,650 — 8810 6 8 -31-01 28 2x4 3.14 7 8 -31 -01 28 2x4 3.14 1.01# 26,110 8320 8' 10 8 -31-01 28 2x4 3.14 _ 1.00# — 26,440 8420 11 8 -31-01 28 2x4 3.14 1.00# 26,810 8540 12' 14 8 -31 -01 28 2x4 3.14 1.01# 27,750 27,910 8840 8890 15 8 -31-01 28 2x4 3.14 _ — 1.01# 16* 18 8 -31-01 28 2x4 3.14 1.03# 28,170 8970 19 8 -31 -01 28 2x4 3.14 1.04# 27,910 8890 20* 22 8 -31-01 28 2x4 3.14 .99# 26,240 8360 23 8 -31-01 28 2x4 3.14 1.03# 26,510 8440 24' 26 8 -31 -01 28 2x4 3.14 1.03# 24,730 7880 27 8 -31-01 28 2x4 3.14 1.00# 22,620 7200 See attached for additional test results AUGERCAST REPORT TEST RESULTS OTTO ROSEA, . J & ASSOCIATES, INC. Reviewed by: iEF / Uttrlit`l07j:i 0E 0 r Job Number: 1 01 -479 1 Report Number: 1 006 1 Permit Number: 1 DO1 - 091 Project: 1 Comfort Suites 1 Date: 1 3 August 2001 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 2 of 3 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US Fax (206) 723 -2221 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (SctIn.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with ASTM C39 X 28* 30 8 -31 -01 28 _ 2x4 3.14 1.01# 25,760 8200 ASTM C 109 31 8 -31 -01 28 2x4 3.14 1.00# 26,310 1 8380 32' Com • ressive 34 8 -31 -01 28 2x4 3.14 1.00# 25,030 7970 35 8 -31 -01 28 2x4 3.14 1.01# 25,630 8160 36• 38 8 -31 -01 28 2x4 3.14 1.02# 26,790 8530 39 8 -31 -01 28 2x4 3.14 1.03# 26,720 8510 40' 42 8 -31-01 28 2x4 3.14 1.02# 28,450 9060 43 8 -31 -01 28 _ 2x4 3.14 1.03# 28,041 8930 44* _ 46 8-31 -01 28 2x4 3.14 1.02# 76,390 8400 47 8 -31 -01 28 2x4 3.14 1.03# 23,570 7510 48* Job Number: Project: ( Comfort Suites * Discarded 01-479 AUGERCAST REPORT Report Number: 1 006 Date: TEST RESULTS Page 3 of 3 OTTO ROSEI., , U & ASSOCIATES, INC. Reviewed by: _1 Permit Number: rooi-ogi 3 August 2001 Conforms x 1 Does Not Conform 1 1 : L r . , 1 7 1 Com DEfF _ . .fit, This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723 -2221 Job Number: 1 01 -479 [ Report Number: j 007 1 Permit Number: [ :- ' 14J'1tt1LLY Test Date Project: Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun Center Way, Tukwila Engineer: Poggemeyer Design Group Contractor Axiom / McDowell NW Client: H2 Hotel LLC Date: August 6, 2001 Inspector. Jerry Abson Tested in general accordance with Inspected the resteel and placement at Pile #'s: 36, 37, 38, 39, 40, 41, 60, 61, 62, 67, 83, 89, 90, 107, 135, 137, 138, 139, 171 and 176 8 -13 -01 ' Resteet is grade [ 60 1 , as specified, from Birmingham. Batch Weights Placement Data Su • • tier: Cadman Cement • e/lbs.): 1- II. 940# Fine Agg. (Ibs.): 2205# Coarse Agg. (size/lbs.): Water (lbs. /gal): 492# —' Admixtures (specify) 47.0oz Delvo Mix Number. 104040 Total Yards Placed: 112 S • • Hied Stren. h •si • 4,000 Coarse A• •. size /lbs. : 6400 Sampling and Casting of Samples ASTM C 31, C 109 Cubic Yards Flow CRD — C 611 Grout Temp 73 Ambient Temp 64 Truck No. 264 Ticket No. 238301 Cast Samples: 1 — 4 9 Flowable Cast Samples: 5 -- 8 18 8 -13-01 76 68 221 238340 Cast Samples: 9 —12 27 . • 75 68 207 238360 Cast Samples: 13 —16 36 1.021 76 69 264 238396 Cast Samples: 17 — 20 45 • • 74 69 221 238425 Cast Samples: 21 — 24 54 • • 76 73 207 238472 Cast Samples: 25 —28 63 — 79 79 76 264 238480 Cast Sam • les: 29 — 32 72 ' • 79 78 221 238514 Cast Semites: 33 — 36 81 ' ` 76 78 207 238540 Weather: Clear and Sunn Date Samples Picked Up: 8 -7 -01 Comments Other ASTM Methods Used: _I Conforms 1 xJ Does Not Conform j y Specimen Number Test Date Field Cure Age (Days) 7 Size (In.) 2x4 Area (Sg.ln.) • 3.14 W 1.011 Max Load (Lbs.) 19,850 Strength (psi) 6320 Tested in general accordance with 1 8 -13 -01 ' ASTM C39 X 5 8 -13 -01 7 2x4 3.14 1.01/ 20,110 —' 6400 ASTM C 109 9 8 -13 -01 7 2x4 3.14 1.02# 21,480 6840 13 8 -13-01 7 2x4 3.14 1.03# 20,290 6460 Compressive X 17 8 -13 -01 7 2x4 3.14 1.021 21,720 6920 x Owner x Contractor x Architect x Building Dept. x Engineer Conies to: Form No.: F -101 Revised: 09/07/01 CTO ROSENAU & AS' JCIATES INC. Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118-3216 Tel:(206) 725-4600 • Toll Free:(888) OTTO4 -US • Fax:(206) 723 -2221 • Website: wwwottoroserteacertl WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laborat6r s °• _ , AUGERCAST REPORT TEST RESULTS Reviewed by: 3 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1-888-OTTO-4-US Fax (206) 723 -2221 EP C v�.(„tPi, r ' • . , r - a This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of Specimen Number Test Date 8 -13 -01 Field Cure Age (Days) 7 Size (In) 2x4 Area (Sq.tn.) 3.14 Weight 1.02# Max Load (Lbs.) 20.500 Strength (psi) 6530 Tested in general accordance with ASTM C39 X 21 25 8 -13 -01 Grout Temp 78 7 2x4 3.14 1.02# 20.580 6550 ASTM C 109 Cast Samples: 29 8 -13 -01 " " 7 2x4 3.14 1.02# 22.300 7100 108 ... 33 8 -13-01 207 7 2x4 3.14 1.03# 21.650 6890 6390 Compressive X 37 8-13-01 Weather: 1 Clear and Sunn 7 2x4 3.14 1.02# 20,080 41 8 -13 -01 7 2x4 3.14 1.02# 23,000 7320 45 8 -13-01 7 2x4 3.14 1.03# 22,500 7170 2 9 -3-01 28 2x4 3.14 1.01# 24,600 7830 3 9 -3 -01 28 2x4 3.14 1.00# 23.350 7440 4* 6 9 -3 -01 28 2x4 3.14 1.01# 23,400 7450 7 9-3 -01 28 2x4 3.14 1.01 # 25,460 8110 8* — 10 9-3 -01 28 2x4 3.14 .99# 27.700 8820 11 9-3 -01 28 2x4 3.14 1.02# 25.690 8180 12* `� 14 9 -3-01 28 2x4 3.14 1.00# 32,650 10400 15 9 -3 -01 28 2x4 3.14 1.01# 32,920 10480 16* 18 9 -3-01 28 2x4 3.14 .99# 26.620 8480 19 9 -3-01 28 2x4 3.14 1.01# 25,060 7980 20* Job Number: 1 01 -479 l Report Number: ( 007 1 Permit Number: 1 D01 -091 Project: Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila Engineer: Poggemeyer Design Group Client: H2 Hotel LLC Contractor. Axiom Construction Services Date: August 6, 2001 Cubic Yards Inspector: Jerry Abson Sampling and Casting of Samples ASTM C 31, C 109 Flow CRD - C 611 Grout Temp 78 Ambient Temp 80 Truck No. 264 Ticket No. 238579 Cast Samples: 37 - 40 90 Flowable Cast Samples: 41 - 44 99 " " 79 78 221 238595 Cast Samples: 45 - 48 108 ... 76 77 207 238625 Cast Samples: j Weather: 1 Clear and Sunn Date Samples Picked Up: 1 Comments er P s r M Methods Used: See attached for additional test results AUGERCAST REPORT TEST RESULTS Page 2 of 3 OTTO ROSEIN..0 & ASSOCIATES, INC. Reviewed by (..;" O t 7 i 1 . 7 :11 C T I 0 \, )- Conforms 1 x 1 Does Not Conform This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau 8, Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 22 9 -3 -01 28 2x4 3.14 1.01# 25.940 8260 ASTM C39 x 23 9-3 -01 28 2x4 3.14 1.01# 25,710 8190 ASTM C 109 24' 26 9-3 -01 28 2x4 3.14 .99# 22,240 7060 Compressive x 27 9 -3 -01 28 2x4 3.14 1.01# 22,670 8810 28' 30 9 -3-01 28 2x4 3.14 1.00# 28,250 9000 31 9 -3-01 28 2x4 3.14 1.01# 27,720 8830 32' 34 9 -3 -01 28 2x4 3.14 1.01# 25,060 7980 35 9 -3 -01 28 2x4 3.14 1.01# 24,100 7680 36' 38 9-3 -01 28 2x4 3.14 1.00# 25,790 8210 39 9 -3-01 28 2x4 3.14 1.02# 24,280 7730 40' 42 9-3 -01 28 2x4 3.14 .99# 25,840 8230 43 9 -3 -01 28 2x4 3.14 1.01# 26,240 8360 44' 46 9-3 -01 28 2x4 _ 3.14 — 1.02# 26,420 8410 47 9-3 -01 28 2x4 3.14 1.00# 26,040 8290 48' Job Number: Project: I Comfort Suites AUGERCAST REPORT Date: TEST RESULTS * Discarded 01-479 Report Number: 007 ] Permit Number: 1 D01 - 091 Page 3 of 3 OTTO ROSE... I U & ASSOCIATES, INC. 1 August 6, 2001 SEP 1 7 !f, Conforms ( X 1 Does Not Conform 1 1 Reviewed by: gZ2lage;Z , tom This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888-OTTO -4-US - Fax (206) 723 -2221 Job Number. [ 01-479 ( Report Number: 1 004 1 Permit Number: 1"'EPART. p1-09 Test Date Project: Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila Engineer: Poggemeyer Design Group Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 1 August 2001 Inspector. D. Johnston Inspected the resteel and placement at 21 -55' deep piles. See soils report for locations. 8 -8 -01 Resteel is grade 1 60 1 , as specified, from Cascade Mills and Birmingham Steel. Placement Data Batch Weights Supplier: Cadman Cement (type /Ibs.: 940# Water (Ibs. Admixtures 47 oz. Delvo 1600 oz. /gal): 350# (vedif / Mix Number. 104040 Fine Agg. (Ibs.): 2275# Total Yards Placed: 122 Coarse Agg. Coarse Aga. (size /lbs.): (size /Ibs.): water Specified Strength (psi): 4000 Sampling and Casting ASTM C of Samples 31 C 109 1-4 Cubic Yards 10 Flow CRD — C 011 Grout Temp 69 °F Ambient Temp 55 °F Truck No. 284 Ticket No. 236985 Cast Samples: Cast Samples: Cast Samples: 5-8 9 -12 19 21,170 6740 Compressive 244 237006 28 146 237017 Cast Samples: 13 -16 38 284 237078 Cast Samples: 17 -20 47 244 237122 Cast Samples: 21 -24 56 • 146 237144 Cast Samples: 25 -28 66 • 284 237171 Cast Samples: 29 -32 75 244 237193 Cast Samples: 33 -36 84 146 237233 Cast Samples: 37-40 94 284 237255 Cast Samples: 41-44 103 • 244 237277 Cast Samples: 45-48 112 • • 146 237294 Cast Samples: 49 -52 122 284 237316 Weather: Great day for October Date Samples Picked Up: 1 8 -2 -01 Comments Other ASTM Methods Used: Conforms x Does Not Conform 1 Specimen Number Test Date Field Cure Age (Days) Size (In) Area (Sq.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 8 -8 -01 7 2x4 3.14 .98# 18,540 5900 ASTM C39 X 5 8 -8 -01 7 2x4 3.14 1.00# 22,180 7060 ASTM C 109 9 8-8 -01 7 2x4 3.14 1.02# 21,170 6740 Compressive X x Owner x Contractor x Architect x Building Dept. x Engineer Conies to: See attached for additional test results c ROSENAU &AS'JCIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118 -3216 Tel:(206) 725 -4600 • Toll Free:(888) OTTO-4-US • Fax:(206) 723 -2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2t.A Accredited Laboratoprl' RECEivED OF TL it AUGERCAST REPORT i c` j TEST RESULTS c � Reviewed by: li This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: T -101 Revised: 08/30)01 Page 1 of 3 Specimen Number Test D ate Field ur Ce Age (Days) Size (In.) Area (Sg.ln.) Weight Max Load ( Lbs.) Strength (psi) Tested in general accordance with 13 • 8 -8 -01 . 7 2x4 ' 3.14 1.02# 21,890 6970 ASTM C39 • X 17 8 -8 -01 7 2x4 3.14 1.03# 22,200 7070 ASTM C 109 21 8 -8 -01 7 2x4 3.14 1.02# 21,390 6810 25 8 -8 -01 7 2x4 3.14 1.03# 23,870 7600 ' Compressive 29 8 -8 -01 7 2x4 3.14 1.00# 22 810 7260 33 8 -8 -01 7 2x4 3.14 1.02# 20,500 6530 37 8 -8 -01 7 2x4 3.14 1.03# 19,630 6250 41 8 -8 -01 7 2x4 3.14 1.04# 21,070 6710 45 8 -8 -01 7 2x4 3.14 .99# 23,650 7530 49 8 -8 -01 7 2x4 3.14 1.01# 20,340 6480 _ 2 8 -29 -01 28 2x4 3.14 .98# 21,390 6810 3 8-29 -01 28 2x4 3.14 .98# 22,080 7030 4' 6 8 -29 -01 28 2x4 3.14 1.01# 23,900 7610 7 8 -29 -01 28 2x4 3.14 1.00# 24,200 7710 8' 28� 2x4 2x4 3.14 1.03# 22,540 7180 10 8 -29 -01 _ 11 _ 8 -29 -01 28 3.14 _ 1.01 # 22, 390 7130 12' 14 8 -29 -01 28 2x4 3.14 1.01# 26,910 9210 15 8 -29 -01 28 2x4 3.14 1.01# 27,600 8790 16' 18 8 -29 -01 28 2x4 3.14 1.03# 25,080 7990 19 8 -29 -01 28 2x4 3.14 1.02# 25,060 7980 20' 22 8 -29 -01 28 2x4 3.14 1.01# 28,860 9190 23 8 -29 -01 28 2x4 3.14 1.03# 28,250 9000 24' 26 8 -29 -01 28 2x4 3.14 1.03# 27,170 8650 27 8-29 -01 28 2x4 3.14 1.02# 27,440 8740 28" 30 8 -29 -01 28 2x4 3.14 1.02# 28,930 9210 'Discarded AUGERCAST REPORT TEST RESULTS OTTO ROSE. 1U & ASSOCIATES, INC. Reviewed by: Page 2 of 3 RECEIVED CITY OF TUKWILA �r i�IaI r CENr - :• 1 001 -091 Job Number: [ 01-479 1 Report Number. 1 004 1 Permit Number: Project 1 Comfort Suites 1 Date: 1 1 August 2001 Conforms ] x I Does Not Conform ) �l�2ef. T.rV t 1 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 93118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US Fax (206) 723 -2221 7.77. ...""lormlogammormormularm.04- Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 31 8 -29 -01 28 2x4 3.14 1.04# 28,470 9070 ASTM C39 X 32' ASTM C 109 34 8 -29 -01 28 2x4 3.14 1.02# 25,310 8060 35 8 -29 -01 28 2x4 3.14 1.03# 24,980 7000 Compressive X 36• 38 8 -29 -01 28 2x4 3.14 1.02# 26,640 8480 39 8 -29 -01 28 2x4 3.14 1.02# 26,850 8550 40• 42 { 8 -29 -01 28 2x4 3.14 1.04# 29,980 9550 43 8 -29 -01 28 2x4 3.14 1.04# 29,210 9300 44* _ — r--, 46 8 -29 -01 28 2x4 3.14 1.00# 26 330 8390 47 8 -29 -01 28 2x4 3.14 .99# 28,640 8480 48* 50 8 -29 -01 28 2x4 3.14 1.04# 28,180 8970 51 8 -29 -01 28 2x4 3.14 1.01# 28,300 9010 52• Job Number: Project: 1 Comfort Suites *Discarded AUGERCAST REPORT Date: TEST RESULTS OTTO ROSE 1U & ASSOCIATES, INC. Reviewed by: 1 August 2001 CI T R ECEIVED PrR fIT r' 01-479 Re . ort Number: 004 Permit Number: D01 -091 Conforms 1 Does Not Conform 1 1 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 3 of 3 6747 M.L. King Way S., Seattle, Washington 96118 - Phone (206) 725 -4600 or 1- 888- OTTO-4-US - Fax (206) 723-2221 Job Number. ) 01-479 1 Report Number: 1 005 1 Permit Number. 1 17Ot'tgf Test Date Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila Engineer: Poggemeyer Design Group Client H2 Hotel LLC Contractor Axiom Construction Services Date: 2 Au! ust 2001 Inspector: R. Bogle 8 -9 -01 Ins • ected the resteel and • Iacement at au• ercast • lies at lines 1 to 10 and B to 1. Rebar as • er a • • roved • lans. 7 Resteel is • rade 60 , as s • ecified, from Cascade Mills and Birmingham Steel. Placement Data Batch Weights Supplier: Cadman Cement (type Fine Agg. (lbs.): Coarse Agg. Coarse Agg. Cubic Yards /lbs.): 940# 2209# (size /lbs.): (size/lbs.): Flow CRD — C 611 Grout Temp 70 °F Ambient Water (lbs. Admixtures 47 oz. Delvo Temp /gal): 492# (specify) Truck No. Ticket No. 237369 Mix Number. 104040 Total Yards Placed: 106 Specified Strength (psi): 4000 Sampling and Casting of Samples ASTM C 31 C 109 Cast Samples: 1-4 10 1.03# Cast Samples: 5 -8 19 X • 8 -9 -01 237414 Cast Samples: 9 -12 28 18,170 5780 237427 Cast Samples: 13 -16 37 • 237473 Cast Samples: 17 -20 46 237493 Cast Samples: 21 -24 55 237523 Cast Samples: 25 -28 64 237539 Cast Samples: 29 -32 73 237581 Cast Samples: 33 -36 82 237591 Cast Sams: 37-40 91 237620 Cast Samples: 41-44 100 237674 Cast Samples: 45-48 106 237707 Weather: ( Overcast, rain Date Samples Picked Up: 1 8 -3 -01 Comments Other ASTM Methods Used: j Conforms ,..._12_1( I Does Not Conform I Specimen Number Test Date Field Cure Age Da s INIIMEN Wei. ht 2x4 3.14 1.05# Max Load Lbs. 21,865 Strength psi) Tested in general accordance with X 1 8 -9 -01 7 6960 ASTM C39 5 8 -9 -01 7 2x4 3.14 1.02# 20,407 6500 ASTM C 109 9 8 -9-01 7 2x4 3.14 1.03# 20,055 6380 Corn • ressive X 13 8 -9 -01 7 2x4 3.14 1.06# 18,170 5780 x Owner x Contractor x Architect x Building Dept. x Engineer See attached for additional test results Copies to: Form No.: T -101 Revised: 09/06/01 CTTO ROSENAU &AS'JCIATES INC Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118 -3216 TeI :(206) 725 -4600 • Toll Free:1888) OTTO-4-US • Fax:(206) 723-2221 • Website: www.ottorosena com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory lTy � E7v AUGERCAST REPORT Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 3 Specimen Number Test Date 8 -9 -01 Field Cure Age (Days) 7 Size (In.) 2x4 Area (Sq.In.) 3.14 Weight 1.04# Max Load (Lbs.) 20 407 Strength (psi) 6500 Tested in general accordance with ASTM C39 X 17 21 8-9 -01 7 2x4 3.14 1.04# 21 413 6820 ASTM C 109 25 8 -9 -01 7 2x4 2x4 3.14 1.06# 21,664 6900 29 8 -9 -01 7 3.14 1.04# 20,784 6620 6540 Compressive X 33 8 -9 -01 7 2x4 3.14 1.05# 20,558 37 8 -9 -01 7 2x4 3.14 1.05# 22,091 7030 41 8 -9 -01 7 2x4 3.14 1.05# 19,251 6130 45 8 -9 -01 7 2x4 3.14 1.02# 21,136 6730 2 8 -30 -01 28 2x4 3.1416 1.04# 25 7990 3 8 -30 -01 28 2x4 3.1416 1.04# 25,100 7990 4" 6 8 -30 -01 28 2x4 3.1416 1.02# 23,540 7490 7 8 -30 -01 28 2x4 3.1416 1.03# 23,470 7470 8• 10 8 -30 -01 28 2x4 3.1416 1.04# 22,660 7210 11 8 -30 -01 28 2x4 3.1416 1.04# 22,150 7050 12* 14 8 -30 -01 28 2x4 3.1416 1.03# 23,600 7510 15 8 -30 -01 28 2x4 3.1416 1.02# 22,840 7270 16* 18 8 -30 -01 28 2x4 3.1416 1.05# 23,200 7380 19 8 -30 -01 28 _ 2x4 3.1416 1.04# 23,450 7460 20• 22 8 -30 -01 28 2x4 3.1416 1.04# 23,990 7640 23 8 -30 -01 28 2x4 3.1416 1.05# 24,130 7680 24• 26 8 -30 -01 28 2x4 3.1416 1.05# 23,720 7550 27 8 -30 -01 28 2x4 3.1416 1.06# 23,690 7540 28• 30 8 -30 -01 28 2x4 3.1416 1.05# 23,680 7540 31 8 -30 -01 28 2x4 3.1416 1.05# 23,370 7440 -- 32• Job Number: j 01-479 Project 1 Comfort Suites 'Discarded AUGERCAST REPORT 1 Report Number. 1 005 Date: TEST RESULTS Page 2 of 3 OTTO ROSE 1U & ASSOCIA TES, INC. Reviewed by: 2 August 2001 FIECEIVED C I'N OF TUI WII.A 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1- 888 - OTTO -4-US - Fax (206) 723-2221 •cn 1 Permit Number: 1 D01 -091 Conforms 1 x 1 Does Not Conform 1 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Specimen Number Test Date Field Cure Age (Days) 28 Size (In.) 2x4 Area (Sq.In.) 3.1416 Weight 1.06# ' Max Load (Lbs.) 24,710 Strength (psi) 7870 Tested in general accordance with ASTM C39 X 34 8 -30 -01 35 8 -30 -01 28 2x4 3.1418 1.05# 24,120 7680 ASTM C 109 36' 38 8 -30 -01 28 2x4 3.1416 1.(;i,# 1.04# 26,720 26,600 8510 8470 Compressive X 39 8 -30 -01 28 2x4 3.1416 40' 42 8 -30 -01 28 2x4 3.1416 1.05# 23180 7380 43 8 -30 -01 28 2x4 3.1416 1.05# 23,410 7450 44' 46 8 -30 -01 28 2x4 3.14 1.01# 24,820 7900 47 8 -30 -01 28 2x4 3.14 1.04# 24,500 7800 48' Job Number: � 01-479 Project 1 Comfort Suites 'Discarded AUGERCAST REPORT Report Number. 1 005 1 Date: TEST RESULTS Reviewed by: OTTO ROSE? !J & ASSOCIATES, INC. cs 1 2 August 2001 RED E'VED Ctr r O TUKW,t 1 Permit Number. D01 -091 Conforms 1 x 1 Does Not Conform ( 1 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau 8 Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 3 of 3 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888- OTTO -4-US - Fax (206) 723 -2221 Job Number: J 01-479 Report Number: ( 001 1 Permit Number: D01 -091 (J Field Cure Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila Engineer. Poggemeyer Design Group Client H2 Hotel LLC Contractor Axiom Construction Services Date: 27 Jul 2001 Ins • ector. R. B • !le 1 Ins • ected the resteel and • lacement at • iles between lines B to H and 24 to 26. Resteel is grade 1 60 1 , as specified, from Cascade Mills and Birmingham Steel. Placement Data Batch Wei • hts Supplier: Cadman Cement (type /lbs.): 940# 2209# Water (Ibs. /gal): 4921 Admixtures l-, acify) Mix Number. 104040 Ft..na Agg. (lbsj: Total Yards Placed: 70 Coarse Agg. (size/lbs. : 47 oz. Delvo stabilizer S • • ifled Stren ! h • si : 4000 Coarse A : _ . size/Ibs." : 8 -3 -01 Sampling and Casting of Samples ASTM C 31, C 109 Cubic Yards Flow CRD — C 611 Grout Temp Ambient Temp Truck No. Ticket No. Cast Samples: 1-4 8 8 -3 -01 7 2x4 235561 Cast Samples: 5 -8 16 Com • ressive X 17 8 -3 -01 235634 Cast Samples: 9 -12 25 1.06# 25,080 7990 235709 Cast Samples: 13 -16 34 7 2x4 3.14 1.04# 235772 Cast Samples: 17 -20 43 235835 Cast Samples: 21 -24 52 235890 Cast Samples: 25 -28 61 235947 Cast Samples: 29 -32 70 235982 Cast Samples: Weather: [ Overcast Date Samples Picked Up: 1 7 -30 -01 Comments Other ASTM Methods Used: Conforms x Does Not Conform ["-- Specimen Number , Test Date Field Cure Age (Days) Size (In .) Area (Sg.ln.) Weight Max Load ' (Lbs Strength (psi) Tested in general accordance with 1 8 -3 -01 7 2x4 3.14 1.07# 23,020 7330 ASTM C39 X 5 8-3 -01 7 2x4 3.14 1.06# 19 6280 ASTM C 109 9 8 -3 -01 7 2x4 3.14 1.04# 21,490 6840 13 8 -3 -01 7 2x4 3.14 1.04# 20,310 6470 Com • ressive X 17 8 -3 -01 7 2x4 3.14 1.06# 25,080 7990 21 8 -3 -01 7 2x4 3.14 1.04# 22,670 7220 x Owner x Contractor x Architect x Building Dept. x Engineer CTO ROSENAU & AS"JCIATES INC. Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118.3216 Tel:(206) 725-4600 • Toll Free:(888) OTTO.4•US • Fax:(206) 723 -2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory ketaclaM SEP 05'� L..liii COMMUNITY DEVELOP • AUGERCAST REPORT TEST RESULTS See attached for additional test results Copies to: Form No.: T -101 Revised: 08/28/01 Reviewed by: Page 1 of 2 //fl��� l� ??77-e 'f This report applies only to the 'terns tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (S9.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 25 8 -3 -01 7 2x4 3.14 1.04# 21,460 6830 ASTM C39 X 29 8 -3 -01 7 2x4 3.14 1.05# 21 6880 ASTM C 109 2 8 -24 -01 28 2x4 314 1.05# 29,400 9360 3 8 -24-01 28 2x4 3.14 1.G:# 31,370 9990 Compressive X 4 8 -24 -01 28 2x4 3.14 — 1.06# 33,070 10,530 6 8 -24 -01 28 m 3.14 1.06# 30,960 9860 7 8 -24 -01 28 2x4 3.14 1.06# 29,150 9280 8 8 -24 -01 28 2x4 314 1.02# 23,570 7510 10 8-24 -01 28 2x4 3.14 1.03# 25,840 8230 11 8 -24 -01 8 -24 -01 28 2x4 3.14 1.03# 29,300 9330 12 28 2x4 3.14 1.05# 30,710 9780 14 8-24 -01 28 2x4 T 3.14 1.05# 25,430 8100 15 8 -24 -01 28 2x4 3.14 1.03# 24,530 7810 16 8 -24 -01 28 2x4 3.14 1.03# 23,750 7560 18 8 -24 -01 28 2x4 3.14 1.05# 33,630 10,710 19 8 -24 -01 28 2x4 3.14 1.05# 27,750 8840 20 8 -24 -01 28 2x4 3.14 1,05# 33,200 10 22 8 -24 -01 28 2x4 3.14 1.04# 28,150 8960 _ 23 8 -24 -01 28 2x4 3.14 1,04# 25,560 8140 24 8 -24-01 28 2x4 3.14 1.04# 27,620 8800 26 8 -24 -01 28 2x4 3.14 1.06# 30,640 9760 27 8 -24.01 28 2x4 3.14 1.05# 30,310 9650 28 8 -24 -01 28 2x4 3.14 1.05# 28,830 9180 30 8 -24 -01 28 2x4 3.14 1.04# 30,810 ' 9810 31 8 -24 -01 28 2x4 3.14 1.05# 28,400 9040 32 8 -24 -01 _ � 28 2x4 3.14 1.02# _ 32,720 10 420 RECEWED SEP 0 5 2001 COMMUNITY DEVELt'1PialEN1 Job Number. 1 01-479 Project: 1 Comfort Suites AUGERCAST REPORT Report Number: 1 001 Date: TEST RESULTS OTTO ROSEI U & ASSOCIATES, INC. 27 July 2001 1 Permit Number. j 001 -091 Conforms I x 1 Does Not Conform I Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 2 of 2 6747 M.L. King Way S., Seattle, Washington 96118 - Phone (206) 725-4600 or 1- 888- OTTO -4-US - Fax (206) 723-2221 Job Number: + 01-479 ( Report Number. ] 002 1 Permit Number: J 001 -091 Test Date Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Ci Wa Tukwila En • ineer. Po! • eme er Oesi _ n Grou • Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 30 Jul 001 Inspector R. Bogle 1 Ins .ected the resteel and placement at ) piles between lines B & C and line D and 14 to 24. Resteel is grade 1 60 ( , as specified, from Cascade Mills and Birmingham Steel. Placement Data Batch Weights Supplier. Cadman Cement •e/Ibs.: 940# Water Ibs./•al: 492# Mix Number. i0a040 Fine A. r. lbs.: 2105# Admixtures (specify) Total Yards Placed: 99.5 Coarse A • ! . size/Ibs. : Delvo stabilizer Specifled Strength (psi): 4000 Coarse Ag!. (size /Ibs.): 3.14 Sampling and Casting of Samples ASTM C 31 C 109 Cubic Yards Flow CRD -- C 811 Grout Temp Ambient Tem • Truck No. Ticket No. Cast Sam • les: 1-4 10 3.14 1.01# 17,970 5720 236345 Cast Samples: 5 -8 18 236368 Cast Samples: 9 -12 28 _- 236391 Cast Samples: 13 -16 37 236410 Cast Samples: 17 -20 47 236418 Cast Samples: 21 -24 57 236472 Cast Samples: 25 -28 66 236485 Cast Samples: 29 -32 76 236526 Cast Samples: 33 -36 86 236557 Cast Samples: 37-40 95 236592 Cast Samples: 99.5 236625 Weather. Partly cloudy Date Sam • tes Picked U.• 7 -31-01 Comments 1 Conforms rx 1 Does Not Conform 1 Other ASTM Methods Used: ( Specimen Number Test Date Field Cure Age (Days) 7 Size (In.) 2x4 Area (Sq.In.) 3.14 Weight 1.02# Max Load (Lbs.) 20,160 Strength (psi) 6420 Tested in general accordance with ASTM C39 X 1 8-6-01 5 8-6-01 7 2x4 3.14 1.04# 21,740 6920 ASTM C 109 9 8-6 -01 7 2x4 3.14 1.04# 21,920 6980 13 8-6 -01 7 2x4 3.14 1.01# 17,970 5720 Compressive x Owner x Contractor x Architect x Building Dept. x Engineer See attached for additional test results Copies to: Form No.: T -101 Revised: 08/28/01 SEP 0 5 2001 CONIMUNI TY DEVELOPN N.f. C'TO ROSENAU &ASflCIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118 -3216 Tel:(206) 725 -4600 • Toll Free:i888) OTTO.4 -US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2tA Accredited Laboratory AUGERCAST REPORT TEST RESULTS Page 1 of 2 Reviewed by: � G -e?t mot' A This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Specimen Number Test Date Field Cure Age Da s Size In. Area Sq.ln. Wei!, ht Max toed L. Strength • si Tested in general accordance with 17 8-6 -01 7 2x4 3.14 t04# 22,290 7100 ASTM C39 X 21 8-6 -01 7 2x4 3.14 1.04# 21,920 6980 ASTM C 109 25 8-6 -01 • 7 2x4 3.14 1.05# 23,370 7440 29 8-6 -01 7 2x4 3.14 1.02# 19,320 6150 7870 Compressive X 33 ! 8-6 -01 7 2x4 3.14 1.01# 24,710 37 8-6-01 7 2x4 3. i4 1.06# 25,110 8000 2 8 -27-01 ' 28 2x4 3.14 1.04# 29,350 9350 .___ 3 8-27 -01 28 2x4 3.14 1.03# 28,050 8930 , 4• 6 8 -27 -01 28 2x4 3.14 1.05# 26 8320 7 8-27 -01 28 2x4 3.14 1.04# 27,020 8610 8' 10 8 -27 -01 28 2x4 3.14 1.040 # 27,870 8880 11 8 -27 -01 28 2x4 3.14 1.04# 27,650 8810 ' 14 8 -27 -01 28 2x4 3.14 — 1.05# 24,930 7940 15 8 -27 -01 28 2x4 3.14 1.03# 25,960 8270 18' 18 8 -27 -01 28 2x4 3.14 1.02# 28 9060 .--' 19 8 -27 -01 28 2x4 3.14 1.02# 29,560 9410 20* 22 8 -27 -01 28 2x4 3.14 1.03# 25,510 8120 23 8-27 -01 28 2x4 3.14 1.03# 28,530 9090 24' 26 8 -27 -01 28 2x4 3.14 1.05# 34,560 11,010 - 27 8 -27 -01 28 2x4 3.14 1.06# 32,970 10,500 28' 30 8 -27 -01 28 2x4 3.14 1.01# 27,800 8850 31 8 -27 -01 28 2x4 3.14 1.04# 25,590 8150 32' 34 8-27 -01 28 2x4 3.14 1.02# 31,340 9980 r— 35 8 -27 -01 28 2x4 3.14 1.00# 30,010 9560 36* 38 8-27 -01 28 2x4 3.14 1.06# 33,730 10,240 39 8 -27 -01 28 2x4 3.14 1.06# 30,560 9730 40* Job Number: 1 01-479 ] Report Number: 002 Permit Number: ] D01 -091 Project: ] Comfort Suites ] Date: 1 30 July 2001 'Discarded REP E i s .7 r.. 7. f .r SEA' Ci HO1 DEVELOP' N AUGERCAST REPORT TES OTTO ROSE` U & ASSOCIATES, INC. [! Conforms 1 x ] Does Not Conform ] 1 Reviewed br This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 2 of 2 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725.4600 or 1- 888 - OTTO -4-US — Fax (206) 723 -2221 Job Number: ) 01-479 1 Report Number: ) 003 1 Permit Number: ( 001 -091 Test Date Project Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun Ci Wa Tukwila En! ineer: Po! ! eme er Desi' n Grou • Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 31 July 2001 Inspector: R. Bogle Inspected the resteel and placement at ( lines F.5 to H on lines 18 to 26 for augercast piles. 8 -7 -01 Resteel is grade Fro- , as specified, from Cascade Milts and Birmingham Steel. Placement Data Batch Weights Supplier: Cadman Cement (type/Ibs.): 940# Fine Agg. (Ibs.): 2209# Coarse Agg. (size/Ibs.): Water (Ibs. /gal): 492# Admixtures (specify) 47.1 oz. Delvo Mix Number. 104040 Total Yards Placed: 114 Specified Strength (psi): 4000 Coarse Agg. (size /Ibs.): 7 Sampling and Casting of Samples ASTM C 31, C 109 Cubic Yards Flow CRD — C 611 Grout Temp Ambient Temp Truck No. Ticket No. 236646 Cast Samples: 1-4 10 7 Cast Sam ►les: 5-8 19 19,750 6290 236667 Cast Samples: 9 -12 27 2x4 3.14 1.07# 26,890 236709 Cast Samples: 13 -16 36 236739 Cast Samples: 17 -20 45 236749 Cast Samples: 21 -24 54 236777 Cast Samples: 25 -28 63 236805 Cast Samples: 29 -32 72 236830 Cast Samples: 33 -36 81 236828 Cast Samples: 37-40 90 236859 Cast Samples: 41-44 99 236866 Cast Samples: 45-48 108 236897 Cast Samples: 49 -52 114 236929 Weather: 1 Overcast Date Samples Picked U ': 8 -1 -01 Comments Other ASTM Methods Used: Conforms El Does Not Conform Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 8 -7 -01 7 2x4 3.14 1.00# 17,050 5430 ASTM C39 X 5 8 -7 -01 7 2x4 3.14 1.04# 21,590 6880 ASTM C 109 9 8 -7 -01 7 2x4 3.14 1.01# 19,750 6290 13 8 -7 -01 7 2x4 3.14 1.07# 26,890 8560 Compressive X x Owner x Contractor x Architect x Building Dept. x Engineer Copies to: Form No.: T -101 Revised: 08/29/01 Construction Inspection & Matenal Testing 6747 M.L. King Way South. Seattle. Washington 98118.3216 'Tel:(206) 725.4600 • Toll Free:(888) OTTO -4•US • Fax:(206) 723 -2221 • Website: www.ottorosenau.ccm WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory SEP 05 7llfi c0M►1,'M .li`r';'J `t OE AUGERCAST REPORT See attached for additional test results CTO ROSENAU & AS')CIATES INC TEST RESULTS Reviewed by: This report applies only to the 'terns tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 3 re w -J U 00 la 0 m w w 0 Q � Q N8 U � O� w U W 2 Uii2 O Z Specimen Number Test Date Field Cure Age (Days) 7 Size (In.) 2x4 Area (Sq.in.) 3.14 Weight 1.05# ' Max Load (Lbs.) 22 140 Strength (psi) 7050 Tested in general accordance with ASTM C39 X 17 8 -7 -01 21 8 -7 -01 7 2x4 3.14 1.04# 25,600 8150 ASTM C 109 25 8 -7 -01 7 2x4 3.14 1.04# 20,780 6620 29 8 -7 -01 7 2x4 3.14 1.03# 20,840 6640 ,trn_pressive X 33 8 -7 -01 - 7 2x4 3.14 1.04# 21,130 6730 37 8 -7 -01 7 2x4 3.14 1.04# 22,460 7150 41 8 -7 -01 7 2x4 3.14 1.06# 22,580 7190 45 8 -7 -01 7 2x4 3.14 1.02# 16,700 5320 49 8-7-01 7 2x4 3.14 1.05# 22 7160 2 • 8 -28 -01 28 2x4 3.14 1.01# 23,070 7350 3 8 -28 -01 28 2x4 3.14 1.01# 19,427 6190 4 ' 6 8 -28 -01 28 2x4 3.14 1.05# 28,150 8960 7 8 -28 -01 28 2x4 3.14 1.04# 28,480 9070 8' 10 8 -28.01 28 2x4 3.14 1.03# 26,920 8570 11 8 -28 -01 28 2x4 3.14 1.01# 24,760 7890 12' 14 8 -28 -01 28 2x4 3.14 1.05# 30,060 9570 15 8 -28 -01 28 2x4 3.14 1.07# 31,060 9890 16' 18 8 -28 -01 28 2x4 3.14 1.04# 26,670 8490 19 8 -28-01 28 2x4 3.14 1.04# 27,770 8840 20' 22 8 -28 -01 28 2x4 3.14 1.03# 27,400 8730 23 8 -28 -01 28 2x4 3.14 1.04# 28,620 9110 24' 26 8 -28 -01 28 2x4 3.14 1.03# 24,655 7850 27 8 -28 -01 28 2x4 3.14 1.04# 26,790 8820 28' 30 8 -28 -01 28 2x4 3.14 1.03# 26,590 8470 31 8-28 -01 28 2x4 3.14 1.03# 24,900 7930 32* REC f ~ `P u u ',:x(11 COMMUNITY Y 0 E 'ELOP ,IFNT AUGERCAST REPORT OTTO ROSE? U & ASSOCIATES, INC. Job Number: 1 01-479 1 Report Number: 1 003 1 Permit Number. 1 D01 -091 Protect: 1 Comfort Suites Date: TEST RESULTS 31 July 2001 'Discarded Conforms [ x 1 Does Not Conform 1 1 Reviewed by: /7- /��' �'f�- - ret1I This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 2 of 3 6747 M.L. King Way S., Seattle, Washington 98118 -- Phone (206) 725-4600 or 1- 888- OTTO -4-US — Fax (206) 723-2221 Specimen Number Test Date Field Cure Age Days) Size (In.) Area (Sq.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 34 8 -28-01 28 2x4 3.14 1.03# 26,010 8280 ASTM C39 X 35 8 -28 -01 r 28 28 2x4 1 2x4 3.14 3.14 1.01# 29,000 9240 ASTM C 109 36• 1.05# 29,030 9250 Compressive X 3B 8 -28 -01 39 8 -28 -01 28 2x4 3.14 1.04# 28,650 9120 42 8 -28 -01 28 2x4 3.14 1.05# 27 070 8620 43 8 -28 -01 28 2x4 3.14 1.06# 28,450 9060 44• 46 8 -28-01 28 2x4 3.14 1.02# 21,310 6790 47 8 -28 -01 28 2x4 3.14 , 1.02# 24,760 7890 48• 50 8 -28 -01 28 2x4 3.14 1.06# 31,640 10,080 51 8 -28 -01 28 2x4 3.14 1.06# 29,780 9480 52 • RECEIVED SEP 0 5 2001 COMMUNITY DEVELOPMENT Job Number. I 01-479 Proj f Comfort Suites *Discarded AUGERCAST REPORT Report Number. 1 003 Date: TEST RESULTS OTTO ROSE) 7 & ASSOCIATES, INC. 31 July 2001 1 Permit Number: 1 001 -091 Conforms 1 x 1 Does Not Conform 1_ 1 Reviewed by: 7L /�,G2r'.- ,.,.,r -u This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 3 of 3 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1-888-OTTO-4-US - Fax (206) 723 -2221 Job Number. 1 01-479 T Report Number: 1 001 1 Permit Number 001 -091 Owner Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila En1ineer. Poggemeyer Design Group Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 13 August 2001 Inspector R. Schaefer/H.T. Johnson Inspected the resteel and placement at 1 Foundation walls (ref. Drawing S3jgrids 18.5 -24/B - C, 25 — 26 /C - G & 18.5 - 24/H - I. 8 -20 -01 Resteel is grade 80 , as specified, from Birmingham Steel & Cascade Mills Placement Data Batch Weights W/C Ratio: Supplier. Miles Cement (sack/typelibs.): I /I1 460 Mix Number. 06400F Fine Agg. (Ibs.): 1400 Admixtures (specify) Max Slump Allowed: 3 ± 1 Coarse Agg. (size/Ibs.): 1860 7/8' Polyheed Total Yards Placed: 86 Coarse Agg. (size/lbs.): Placed Via: Boom pump Coarse Agg. (size/lbs.): Fly Ash (Ibs.): 80 ASTM C 78 Vibrated: Yes Specified Strength (psi): 4000 Water (Ibs. /gal): 29 Ga Conc. Temp C 1064 69° Sampling and Casting of Samples ASTM C 172, C 31 Cubic Yards Slump C 143 Air % C 231 Ambient Temp 68• Truck No. 104 Ticket No. 402467 Cast Samples: 1-4 15 3' Cast Samples: Cast Samples: Compressive X Weather: 1 Sunny Slump Range: [ 3 ± 1 Date Sam • Ies Picked U.• 8 -14 -01 Comments Other ASTM Methods Used: Conforms X Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer 1 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 8 -20 -01 7 6x12 28.43 30.03# 132,430 4660 ASTM C 39 X ASTM C 78 ASTM C 109 Compressive X Flexural 1 Conforms f Does Not Conform CTO ROSENAU &AS')CIATES, INC. Construction Inspection & Material Testing SE P `z ( S Elf O Elf r 't ; 7, s1: 1. r .. r Y.. 6747 M.L. King Way South. Seattle. Washington 98118 -3216 Tei:(206) 725-4600 • Toll Free:(888) OTTO -4 -US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory CONCRETE REPORT Conies to: TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: T -102 Revised: 08/27/01 Page 1 of 1 Job Number: j 01-479 1 Report Number: 1 002 1 Permit Number. 1 DO1 -091 Owner Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Center Pkwy, Tukwila Engineer. Poggemeyer Design Group Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 21 August 2001 Ins • ector. D. Het! eson X Inspected the resteel and placement at Grade beam footings, grid line B, 1 to 17 lines; grid line H, 1 to 6 lines; grid line 1, 8 to H lines; elevator pit 11 line, C to F lines. Resteel is • rade 60 as s • ecified from Birmin _ ham and Nucor _ Placement Data Batch Weights Supplier Miles Cement (sackrtypeAbs.). I/h 460# W/C Ratio: Mix Number. 06400 Fine Agg. (lbs.): 1400# Admixtures (specify) Max Slump Allowed: 5' ± 1' Coarse Agg. (size /lbs.): 1860# 7/8' Total Yards Placed: 106 Coarse Agg. (size/lbs.): Placed Via: pump Coarse Agg. (size/lbs.): Fly Ash (lbs.): 80# ASTM C 109 Vibrated: Yes Specified Strength (psi): 4000 Water (lbs. /per: 2901 Sampling and Casting of Samples ASTM C 17 C 31 Cubic Yards Slump C 143 Air % C 231 Conc. Temp C 1064 Ambient Temp Truck No. Ticket No. Cast Samples: 1-4 40 3W 64° 53° 68 403541 Cast Samples: X Cast Samples: Weather: Drizzling rain J Slump Range: 3' ± 1' Date Samples Picked Up: 1 8 -22 -01 Comments Other ASTM Methods Used: j 1 Conforms ] X 1 Does Not Conform 1 Owner 1 Contractor 1 Architect 1 Building Dept. 1 Engineer X 1 Specimen Number Test Date Field Cure Age (Days) 7 Size (In.) 6x12 Area (Sq.ln.) 28.43 Weight 29.54# Max Load (Lbs.) 129,230 Strength (psi) 4540 Tested in general accordance with ASTM C 39 X 1 8 -28 -01 ASTM C 78 ASTM C 109 Compressive Flexural X Conforms 1 Does Not Conform Copies to: Form No.: T -102 Revised: 08/29/01 •••=••••••••••• C ROSENAU &ASJCIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle, Washington 98118 -3216 TeI:(206) 725-4600 • Toll Free:(888) OTTO -4 -US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory R c ;01 CONhViu 1 Y D M E T CONCRETE REPORT TEST RESULTS This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 Reviewed by: x Owner x Contractor x Architect x Building Dept. x Engineer Report Number. 001 Inspection(s) Performed: Reinforcing Steel Project Address: Client Contractor. Inspector and Date Jerry Abson 8/6/01 Conies to: 07T0 ROSENAU &ASEDCIATES, INC Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle, Washington 98118-3216 Tel:(206) 725-4600 • Toll Free:(888) OTTO -4 -US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory Comfort Inn Suites 7200 Funcenter Pkwy, Tukwilla H2 Hotel LLC Axiom CONSTRUCTION INSPECTION REPORT AU available cages found to CONFORM. Permit Number: Job Number. Architect Engineer. Remarks RECEIVED AUG 2 1 200! COM MUNITY DEV ELOPMENT D01 -091 01-479 Dow Fletcher & Associates Poggemeyer Design ORA rep on site this day to perform visual inspection of reinforcing steel for Augercast Pile Cages. 60 Grade, Birmingham steel placed according to approved plans and detail regarding size, grade, pattern, and placement. Reviewed by: (:‘, /X; This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 96118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723 - 2221 Form No.: F -104 Revised: 08/15/01 Job Number. 1 01-479 ( Report Number: 1 001 1 Permit Number. [ 001 -091 Test Date Project: Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun City Way, Tukiwla Engineer. Poggemeyer Design Group Client: H2 Hotel LLC Contractor. Axiom Construction Services Date: 27 July 2001 Inspector R. Bogle Inspected the resteel and placement at 1 piles between lines B to H and 24 to 26. 8 -3 -01 Resteel is grade 1 60 1 , as specified, from Cascade Mills and Birmin_gham Steel. Placement Data Cement Batch Weights •e /Ibs.: 940# Water lbs. / ..al: 492# Supplier: Cadman Mix Number. 104040 Fine Agg. (Ibs.). 2209# Admixtures (specify) Total Yards Placed: 70 Coarse Aga.jsize/Ibs.): 7 47 oz. Delvo stabilizer Specified Strength (psi): 4000 Coarse Aga. (size/lbs.): 6280_ 6840 Sampling and Casting of Samples ASTM C 31, C 109 Cubic Yards Flow CRD — C 611 Grout Temp Ambient Temp Truck No. Ticket No. Cast Samples: 1-4 8 13 8 -3 -01 7 235561 Cast Sam • les: 5 -8 16 6470 Compressive X 17 235634 Cast Samples: 9 -12 25 - 3.14 1.06# 25,080 7990 235709 Cast Samples: 13 -16 34 7 2x4 3.14 235772 Cast Samples: 17 -20 43 235835 Cast Samples: 21 -24 52 235890 Cast Samples: 25 -28 61 235947 Cast Samples: 29 -32 70 235982 Cast Samples: Weather. 1 Overcast Date Samples Picked Up: 1 7 -30 -01 Comments Other ASTM Methods Used: [ 1 Conforms 1 x [ Does Not Conform Specimen Number Test Date Field Cure Age Da s Size In. Area S • .In. Wei ! ht Max Load Lbs. Strength • si Tested in general accordance with 1 8 -3 -01 7 2x4 3.14 1.071 23,020 7330 ASTM C39 X 5 8 -3 -01 7 2x4 3.14 1.061 19,730 6280_ 6840 ASTM C 109 9 8 -3 -01 7 2x4 - 3.14 1.041 21,490 13 8 -3 -01 7 2x4 3.14 1.04# 20,310 6470 Compressive X 17 8 -3 -01 7 2x4 - 3.14 1.06# 25,080 7990 21 8-3 -01 7 2x4 3.14 1.04# 22,670 7220 x Owner x Contractor x Architect x Building Dept. x Engineer See attached for additional test results Conies to: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: T -101 Revised: 08/15/01 C 'TO ROSENAU & AS )CIATES INC. Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle, Washington 98118 -3216 RECEIVED TeI:(206) 725 -4600 • Toll Free:(888) OTTO -4U5 • Fax:(206) 723 -2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LAAccredited Laboratory \ UG ri' 2 0O i L� AUGERCAST REPORT COM1VlUM; P OE Vt 1 _OPft,IE N' TEST RESULTS Reviewed by: Page 1 of 2 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 25 8 -3-01 7 2x4 3.14 1.04# 21,480 6830 ASTM C39 X 29 8 -3 -01 7 2x4 3.14 1.05# 21,610 8880 ASTM C 109 Compressive X Project Comfort Suites AUGERCAST REPORT 1 Date: TEST RESULTS Page 2 of 2 OTTO ROSE! U & ASSOCIATES, INC. Job Number. 1 01-479 1 Report Number: 1 001 1 Permit Number. j D01 -091 1 27 July 2001 pEUEL © a Er. T i Conforms I_ 1 Does Not Conform 1 Reviewed by: c( fi r' /� 4/7Cn,,7 1. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1- 888- OTTO -4-US - Fax (206) 723-2221 Job Number: 01-479 Resort Number: 002 Permit Number. D01 -091 Test Date Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila Engineer: Poggemeyer Design Group Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 30 July 2001 Inspector: R. Bogle Inspected the resteel and placement at [ piles between lines B & C and line D and 14 to 24. 8-6 -01 Resteel is grade j 60 1 , as specified, from Cascade Mills and Birmingham Steel Placement Data Batch Weights Water (Ibs. /gal): 492# Admixtures (specify) Delvo stabilizer Supplier Cadman 104040 Cement (type /Ibs.): 940# Fine Agg. (Ibs.): 2105# Mix Number. Total Yards Placed: 99.5 Coarse Aga. ( size/lbs.): Specified Strength (psi): 4000 Coarse Aga. (size/lbs.): 21,740 Sampling and Casting of Samples 1 ASTM C 31 C 109 Cubic Yam 10 Flow CRD — C 611 Grout Temp Ambient Temp Truck No. Ticket No. Cast Sam • les: 1-4 1.04# 21,920 6980 236345 Cast Samples: 5 -8 18 7 2x4 3.14 1.01# 236368 Cast Samples: 9 -12 28 236391 Cast Samples: 13 -16 37 236410 Cast Samples: 17 -20 47 236418 Cast Samples: 21 -24 57 238472 Cast Samples: 25 -28 66 236485 Cast Samples: 29 -32 76 236526 Cast Samples: 33 -36 86 236557 Cast Samples: 37 -40 95 236592 Cast Samples: 99.5 236625 Weather. 1 Partly cloudy Date Samples Picked Up: J 7 -31 -01 Comments Other ASTM Methods Used: j Conforms x j Does Not Conform Specimen Number , Test Date Field Cure Age Da s Size In. Area S..In. Wei ht Max Load Lbs.) Strength (psi) Tested in general accordance with 1 8-6 -01 7 2x4 3.14 1.02# 20,160 6420 ASTM C39 _ X 5 8-6 -01 7 2x4 3.14 1.04# 21,740 6920 ASTM C 109 9 8-6 -01 7 2x4 3.14 1.04# 21,920 6980 13 8-6 -01 7 2x4 3.14 1.01# 17,970 5720 Com•ressive X x Owner x Contractor x Architect x Building Dept. x Engineer REEeEWEEE AUG 2 1 2001 COMMUNITY DEVELOPMEN'r See attached for additional test results Copies to: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 Form No.: T -101 Revised: 08/16/01 C 'TO ROSENAU & AS JCIATES INC Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118.3216 Tel:(206) 725 -4600 • Toll Free:(888) OTTO.4•US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory AUGERCAST REPORT TEST RESULTS Reviewed by: Specimen Number Test Date Field Cure Age Da s Size In. Area S • .In. Wei . ht Max Load Lbs. Strength • si Tested in general accordance with 17 8-6 -01 7 2x4 3.14 1.04# 22,290 7100 ASTM C39 21 8-8 -01 7 2x4 3.14 1.04# 21 920 6980 ASTM C 109 25 8-6 -01 7 2x4 3.14 1.05# 23,370 7440 29 8-6-01 7 2x4 3.14 1.02# 19,320 6150 Compressive X 33 8-6 -01 7 2x4 3.14 1.01# 24,710 7870 37 8 -6-01 7 2x4 3,14 1.06# 25,110 8000 I A AUGERCAST REPORT Job Number: 01-479 Resort Number: 002 Permit Number. D01 -091 Project I Comfort Suites Date: TEST RESULTS OTTO ROSE? J & ASSOCIATES, INC. Reviewed by: 30 July 2001 RECF f ED A,UO._ cOMM :TY Conforms []Does Not Conform 1 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 2 of 2 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1-888-OTTO-4-US - Fax (206) 723 -2221 Job Number: 1 01-479 Report Number: [ 004 "Permit Number: ( 001 -091 Test Date Project: Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila En Poggemeyer Design Group Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 1 August 2001 Inspector D. Johnston Inspected the resteel and placement at 21 -55' deep piles. See soils report for locations. 8-8 -01 Resteel is grade 1 60 1 , as specified, from Cascade Mills and Birmingham Steel. Placement Data Batch Weights Supplier: Cadman Cement] pe /lbs.): 940# Water (Ibs. /gal): 350# Mix Number. 104040 Fine A• .. lbs.: 2275# Coarse A-gg. (size/Ibs.): Admixtures (specify) :; 47 oz. Detvo Total Yards Placed: 122 Specified Strength (psi): 4000 Coarse Agg. (size /lbs.): 1800 oz. water Sampling and Casting ASTM C of Samples 31 C 109 1-4 Cubic Yards 10 Flow CRD — C 611 Grout Temp 69 °F Ambient Temp 55 °F Truck No. 284 Ticket No. 236985 Cast Samples: Cast Samples: 5 -8 19 21.170 6740 Compressive 244 237006 Cast Samples: 9 -12 28 " ` 146 237017 Cast Samples: 13 -16 38 284 237078 Cast Samples: 17 -20 47 • 244 237122 Cast Samples: 21 -24 56 • 146 237144 Cast Samples: 25 -28 66 284 237171 Cast Samples: 29 -32 75 244 237193 Cast Samples: 33 -36 84 146 237233 Cast Samples: 37-40 94 • 284 237255 Cast Samples: 41-44 103 • • 244 237277 Cast Samples: 45-48 112 146 237294 Cast Samples: 49 -52 122 284 237316 Weather: ( Great day for October Date Sam • les Picked U.: 8 -2 -01 Comments Other ASTM Methods Used: Conforms x Does Not Conform Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 8-8 -01 7 2x4 3.14 .98# 18,540 5900 ASTM C39 X 5 8-8 -01 7 2x4 3.14 1.00# 22,180 7060 ASTM C 109 9 8-8-01 7 2x4 3.14 1.02# 21.170 6740 Compressive X x pi Owner x Contractor x Architect x Building Dept. x Engineer Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118 -3216 TeI:(206) 725-4600 • Toll Free:(888) OTTO -4 -US • Fax:(206) 723 -2221 • Websrte: www AUG 2 1 /al WBE W2F5913684 • WABO Registered Agency • A2LAAccredited Laboratory COMMUNITY AUGERCAST REPORT DEVELOPMENT RECIEIVEE See attached for additional test results oes to: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: T -101 Revised: 08/15/01 C 70 ROSENAU & AS )CIATES, INC ST RESULTS Reviewed by: Page 1 of 2 Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118 -3216 TeI:(206) 725-4600 • Toll Free:(888) OTTO -4 -US • Fax:(206) 723 -2221 • Websrte: www AUG 2 1 /al WBE W2F5913684 • WABO Registered Agency • A2LAAccredited Laboratory COMMUNITY AUGERCAST REPORT DEVELOPMENT RECIEIVEE See attached for additional test results oes to: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: T -101 Revised: 08/15/01 C 70 ROSENAU & AS )CIATES, INC ST RESULTS Reviewed by: Page 1 of 2 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 13 8-8 -01 7 2x4 3.14 1.02# 21,890 6970 ASTM C39 X 17 _ 8-8-01 7 2x4 3.14 1.03# 22,200 7070 ASTM C 109 21 8 -8 -01 7 2x4 3.14 1.02# 21,390 6810 25 8 -8-01 7 2x4 3.14 1.03# 23,870 7600 Compressive X r 29 _ 8-8 -01 7 2x4 3.14 1.00# 22,810 7280 33 8-8 -01 7 _ 2x4 3.14 1.02# 20,500 8530 37 8-8-01 7 2x4 3.14 1.03# 19,630 6250 41 8 -8-01 7 2x4 3.14 1.04# 21,070 6710 45 8 -8 -01 7 2x4 — 3.14 .99# 23,650 7530 49 8-8 -01 7 2x4 3.14 1.01# 20,340 6480 Project: Comfort Suites AUGERCAST REPORT TEST RESULTS OTTO ROSE 1U & ASSOCIATES, INC. 1 Au • ust 2001 RECEIVED AUG 2 1 2001 D FOM MUNITV 1.0 II17:.I "x Job Number. ( 01-479 I Report Number: ( 004 Permit Number: 1 001 -091 Date: Reviewed by: Conforms Does Not Conform This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 2 of 2 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888-OTTO -4-US - Fax (206) 723-2221 Job Number. 1 01-479 Report Number. 1 005 1 Permit Number: 001 -091 Test Date Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila Engineer. Poggemeyer Design Group Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 2 August 2001 Inspector. R. Bogle Inspected the resteel and placement at j augercast piles at lines 1 to 10 and B to I. Rebar as per approved plans Resteel is grade 1 80 1 , as specified, from Cascade Mills and Birmingham Steel. Placement Data Cement Fine Agg. Coarse (type/lbs.): (lbs.): Agg. Batch Weights 940# 2209# (size/lbs.): Water (lbs. /gal): 492# Admixtures (specify) 47 oz. Delvo Supplier: Cadman Mix Number. 104040 Total Yards Placed: 106 Specified Strength (psi): 4000 of Samples 31, C 109 Coarse Agg. Cubic Yards (size/lbs.): Flow CRO — C 611 Grout Temp Ambient Temp Truck No. Ticket No. Sampling and Casting ASTM C Cast Samples: 1-4 10 2x4 70 °F 1.03# 20,055 237369 Cast Samples: 5 -8 19 8 -9 -01 • 7 2x4 237414 Cast Samples: 9 -12 28 • 237427 Cast Samples: 13 -16 37 237473 Cast Samples: 17 -20 46 237493 Cast Samples: 21 -24 55 • 237523 Cast Samples: 25 -28 64 237539 Cast Samples: 29 -32 73 237581 Cast Samples: 33 -36 82 " 237591 Cast Samples: 37-40 91 237620 Cast Samples: 41-44 100 237674 Cast Samples: 45-48 106 • 237707 Weather: Overcast, rain Date Samples Picked Up: 8 -3 -01 Comments Other ASTM Methods Used: Conforms x Does Not Conform Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 -01 7 2x4 3.14 1.05# 21,865 6960 ASTM C39 X 5 _ 8-9 8 -9 -01 7 2x4 3.14 1.02# 20,407 6500 ASTM C 109 9 8 -9 -01 7 2x4 3.14 1.03# 20,055 6380 Compressive X 13 8 -9 -01 7 2x4 3.14 1.06# 18,170 5780 Construction Inspection & Material Testing ___ - - - 6747 M.L. King Way South. Seattle. Washington 98118 -3216 �- -� - Tel:(206) 725 -4600 • Toll Free:(888) OTTO -4 -US • Fax:(206) 723 -2221 • Website: www.ottorosenau.com 01 WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory AUG 1 20 COMVMMUN1TY AUGERCAST REPORT DEVELOPMENT See attached for additional test results Copies to: x Owner x Architect x Engineer x Contractor Building Dept. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: T -101 Revised: 08/15/01 C TO ROSENAU & AS )CIATES, INC TEST RESULTS Page 1 of 2 Reviewed by: Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 17 8 -9 -01 7 2x4 3.14 1.04# 20,407 6500 ASTM C39 X 21 8 -9 -01 7 2x4 3.14 1.04# 21,413 6820 ASTM C 109 25 8-9-01 7 2x4 3.14 1.06# 21 684 6900 29 8 -9 -01 7 2x4 3.14 t.04# 20,784 6620 Compressive X 33 8 -9--01 7 2x4 3.14 _ 1.05# 20,558 6540 37 8 -9-01 7 2x4 3.14 1.05# 22,091 7030 41 8 -9 -01 7 2x4 3.14 1.05# 19,251 6130 45 8 -9 -01 7 2x4 3.14 1.02# 21,136 6730 1 Job Number. 1 01-479 Project j Comfort Suites AUGERCAST REPORT 1 Report Number: 1 005 [ Date: TEST RESULTS OTTO ROSE!' J & ASSOCIATES, INC. j 2 August 2001 RECEIVED AUG 2 1 2001 COMMUITT`t :)E'1ELOPMFN Permit Number. 1 001-091 1 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 2 of 2 E Conforms 1 1 Does Not Conform 1 Reviewed by: 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1- 888 - OTTO -4-US — Fax (206) 723-2221 Job Number. [ 01 -479 [ Report Number. 1 006 1 Permit Number. 1 D01 -091 Test Date Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila Engineer. Poggemeyer Design Group Client H2 Hotel LLC Contractor: Axiom Construction Services Date: 3 August 2001 Inspector E. Pierre _ Ins • ected the resteel and • lacement at au • ercast • files • er 'Ian. 8 -10 -01 Resteel is grade 1 60 1 , as specified, from Cascade Mills and Birmingham Steel. Batch Wei! hts Placement Data 1.01# Supplier: Cadman Cement (type/lbs.): 939# Fine A• !. lbs.: 2253# Water (lbs. /gal): 1621# Admixtures (specify) Mix Number. 104040 Total Yards Placed: 110 Coarse Agg. Coarse Aga. Cubic Yards (size/lbs.): (size /lbs.): Flow CRD — C 811 Grout Temp , 76 °F Ambient 47 oz. Delvo Temp 64 °F Truck No. 146 Ticket No. 237755 Specified Strength (psi): 4000 Sampling and Casting of Samples ASTM C 31, C 109 Cast Samples: 1 -4 9 7 Cast Sam • les: 5 -8 18 6900 Compressive X 201 237776 Cast Samples: 9 -12 27 214 237811 Cast Samples: 13 -16 39 75 °F 416A 237853 Cast Samples: 17 -20 48 146 237902 Cast Samples: 21 -24 57 260 237915 Cast Samples: 25 -28 66 214 237939 Cast Samples: 29 -32 74 77 °F 74 °F 146 237994 Cast Samples: 33 -36 83 260 238007 Cast Sam • les: 37-40 92 264 238040 Cast Samples: 41-44 101 146 238042 Cast Samples: 45-48 110 260 238090 ~ Weather: 1 Overcast, rain Date Samples Picked Up: 1 8-6 -01 Comments Other ASTM Methods Used: Conforms x Does Not Conform Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.tn.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with _ 1 8 -10 -01 7 2x4 3.14 1.01# 20,060 6390 ASTM C39 X 5 8 -10 -01 7 2x4 3.14 1.01# 20,440 6510 ASTM C 109 _ 9 _ 8-10 -01 7 2x4 _ 3.14 1.00# 21,660 6900 Compressive X x Owner x Contractor x Architect x Building Dept. x Engineer - RECE- _ = AUG 2 1 clt COMMUNITY OEVELOPMEN : Copies to: See attached for additional test results Form No.: T -101 Revised: 08/16/01 C -T0 ROSENAU & ASS JCIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle, Washington 98t18 -3216 Tel:(206) 725 -4600 • Toll Free:(888) OTTO -4 -US • Fax:(2061 723 -2221 • Website: wwwottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory AUGERCAST REPORT SULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 13 8 -10 -01 7 2x4 3.14 1.01# 20,420 6500 ASTM C39 X 17 8 -10 -01 7 2x4 3.14 1.04# 22,770 7250 ASTM C 109 21 8 -10 -01 7 2x4 3.14 1.03# 23,020 7330 25 8 -10 -01 7 2x4 3.14 .99# 16,120 5130 Compressive X 29 8 -10 -01 7 2x4 3.14 1.01# 19 800 6310 33 37 8 -10 -01 7 2x4 3.14 1.00# 18,420 5870 8 -10 -01 7 2x4 - 3.14 1.03# 17 630 5610 41 8 -10 -01 7 2x4 3.14 1.02# 20,920 6680 45 8 -10 -01 7 2x4 3.14 1.02# 21,200 6750 Job Number: Project j Comfort Suites 1 01-479 1 Report Number. AUGERCAST REPORT Date: TEST RESULTS Page 2 of 2 OTTO ROSE? 1 & ASSOCIATES, INC. 3 August 2001 RECEIVED AUG 2 1 2001 C0MMUNIT: 0 EVEL0PMEN- 1 006 1 Permit Number. 1 001 -091 Conforms 1 1 Does Not Conform 1 1 Reviewed by: ��:% /��' This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our rime is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US Fax (206) 723-2221 Job Number. ( 01-479 ( Report Number. 1 008 I Permit Number: 1 001 -091 Test Date Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun City Way, Tukwila Engineer. Poggemeyer Design Group Client H2 Hotel LLC Contractor. Axiom Construction Services Date: 7 August 2001 Inspector. A. Novikoff Inspected the resteel and placement at augercast piles #'s' 88, 133, 136, 103, 132, 99, 124, 125, 153, 98, 97, 151, 161, 169, 167, 160, 168, 88, 87,105. Resteel is grade 1 1 , as specified, from 2x4 Placement Data Batch Weights Su • • her Cadman Cement • e/Ibs. : 936# Water lbs.h .1: 285# Mix Number. 104040 Fine Agg. (lbs.): 2282# Admixtures (specify) Total Yards Placed: 116 Coarse Agg. Coarse Aga. Cubic Yards (size/lbs.): (size /lbs.): Flow CRD — C 611 Grout Temp 70 °F Ambient 45 oz. Delvo Temp Truck No. 263 Ticket No. 238652 S pecified Strength (psi): 4000 Sampling and Casting of Samples ASTM C 31 C 109 Cast Samples: 1-4 9 2x4 65 °F Cast Samples: 5 -8 18 Compressive 71 °F 65 °F 265 238683 Cast Samples: 9 -12 4. 27 70 °F 68 °F 280 238739 Cast Samples: 13 -16 36 72 °F 69 °F 263 238768 Cast Samples: 17 -20 45 73 °F 69 °F 265 238796 Cast Samples: 21 -24 54 72 °F 70 °F 260 238813 Cast Samples: 25 -28 63 70 °F 70 °F 263 238858 Cast Samples: 29 -32 72 70 °F 71 °F 265 238874 Cast Samples: 33 -36 81 72 °F 71 °F 260 238900 Cast Samples: 37-40 90 70 °F 72 °F 263 238910 Cast Samples: 41-44 99 73 °F 71 °F 265 238943 Cast Samples: 45-48 108 71°F 70 °F 260 238955 Cast Samples: 49 -52 116 73 °F 73 °F 206 238978 Weather: Clear, 70 °'s Date Samples Picked Up: 8 -8-01 Comments Other ASTM Methods Used: Conforms x Does Not Conform Specimen Number Test Date Field Cure Age SDays) Size (In.) Area (Sq.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 8-14 -01 7 2x4 3.14 1.00# 21,440 6830 ASTM C39 X 5 8 -14 -01 7 2x4 3.14 1.03# 24,660 7850 ASTM C 109 9 8 -14 -01 7 2x4 3.14 1.03# 24,580 7830 Compressive X x Owner x Contractor x Architect x Building Dept. x Engineer R AtEEEETE DEVELOPMENT C ROSENAU & AS )CIATES INC. Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle, Washington 98118 -3216 Tel:(206) 725-4600 • Toll Free:(888) OTTO.4•US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory AUGERCAST REPORT See attached for additional test results Copies to: Form No.: T-101 Revised: 08/16/01 TEST RESULTS This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report. except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 Reviewed by: `! '�irl�'/"' ra�'•�tr.'. Specimen Number Test Date Field Cure Age (Days) 7 Size (In.) 2x4 Area (Sq.ln.) 3.14 — Weight 1.031 Max Load (Lbs.) 22,320 Strength (psi) 7110 Tested in general accordance with ASTM C39 X 13 8-14 -01 _ 17 8 -14 -01 7 2x4 3.14 1.041 25,460 8110 ASTM C 109 21 8 -14 -01 7 2x4 3.14 .971 23 220 7390 25 8 -14 -01 7 2x4 3.14 1.04# 22,390 7130 Compressive X 29 8-14 -01 7 2x4 3.14 1.031 25,760 8200 33 8 -14 -01 7 2x4 3.14 1.04# 25 840 8230 37 8 -14-01 7 2x4 3.14 1.041 25 360 _ 8080 41 8-14 -01 7 2x4 3.14 1. 02# 23,220 7390 45 8-14 -01 — 7 2x4 3.14 1.041 25,510 8120 49 8 -14 -01 7 2x4 3.14 1.041 22,520 7170 RECEIVED AUG 2 1 2001 COMMUNITY OEVEL OPMEN7 AUGERCAST REPORT TEST RESULTS Page 2 of 2 OTTO ROMP 'J & ASSOCIATES, INC. Job Number. 1 01-479 1 Report Number. 1 008 ( Permit Number. 1 001 -091 Project ( Comfort Suites 1 Date: 7 August 2001 Conforms I [ Does Not Conform J I Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725.4600 or 1- 888- OTTO -4-US - Fax (206) 723 -2221 Job Number: 01-479 Report Number. 007 Permit Number: Test Date Project Comfort Suites Architect: Dow Fletcher & Associates Address: 7200 Fun Center Way, Tukwila Engineer: Poggemeyer Design Group Contractor. Axiom / McDowell NW Client: H2 Hotel LLC Date: August 6, 2001 Inspector. Jerry Abson Tested in general accordance with Inspected the resteel and placement at Pile #'s: 36, 37, 38, 39, 40, 41, 60, 61, 62, 67, 83, 89, 90, 107, 135, 137, 138, 139, 171 and 176 8 -13 -01 Resteel is grade 1 60 1 , as specified, from Birmingham. Placement Data Batch VWeights Supplier: Cadman Cement (type/Ibs.): I -11, 940# Fine A. (Ibs.): 2205# Water (lbs. /gal): 492# Admixtures (specify) Mix Number. 104040 Total Yards Placed: 112 Coarse A .. size/lbs. : 47.Ooz Oefvo S • : Hied Strength (psi): 4 000 Coarse Agq. Cubic Yards (size/Ibs.): 1.01# Sampling and Casting of Samples ASTM C 31 C 109 Flow CRD — C 811 Grout Tem • Ambient Tem • Truck No. Ticket No. Cast Samples: 1 —4 9 Flowable 73 84 264 238301 Cast Samples: 5 — 8 18 • • 78 68 221 238340 Cast Samples: 9 —12 27 • • 75 68 207 238360 Cast Samples: 13 —16 36 • • 76 69 264 238396 Cast Samples: 17 —20 45 • • 74 69 221 238425 Cast Sam • les: 21 — 24 54 • • 76 73 207 238472 Cast Samples: 25 — 28 63 • • 79 76 264 ~ 238480 Cast Sam. les: 29 — 32 72 • • 79 78 221 238514 Cast Sam • les: 33 — 36 81 • • 76 78 207 238540 Weather. Clear and Sunn Date Samples Picked Up: 8 -7-01 Comments Other ASTM Methods Used: 1 Conforws 1 x 1 Does Not Conform 1 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi Tested in general accordance with 1 8 -13 -01 7 2x4 3.14 1.01# 19,850 6320 ASTM C39 X 5 8 -13 -01 7 2x4 3.14 1.01# 20,110 6400 ASTM C 109 9 8 -13 -01 7 2x4 3.14 1.02# 21,480 6840 13 8 -13 -01 7 2x4 3.14 1.03# 20,290 6460 Compressive X 17 8 -13 -01 7 2x4 3.14 1.02# 21,720 6920 C TO ROSENAU & AS JCIATES, INC Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle. Washington 98118 -3216 Tel:1206) 725.1600 • Toll Free:1888) OTTO -4 -US • Fax:(206) 723 -2221 • Website: www.ottoroe ` "JBE W2F5913684 • WABO Registered Agency • A2LA Accred ited Laboratory Op��O J 141/4 1 AUGERCAST REPORT Copies to: x Owner Architect Engineer x Contractor Building Dept. TEST RESULTS Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Form No.: F -101 Revised: 08/16/01 Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 21 _ 8 -13 -01 Flow CRD — C 611 7 2x4 3.14 1.02# 20,500 6530 ASTM C39 X 25 8 -13 -01 99 7 2x4 3.14 1.02* 20,580 6550 ASTM C 109 108 29 8 -13 -01 77 7 2x4 3.14 1.02# 22 7100 33 _ 8 -13 -01 7 2x4 3.14 1.031 21,650 6890 Caressive _ - X 37 8 -13 -01 7 2x4 3.14 1.02# 20 080 23,000 6390 7320 41 8 -13 -01 7 2x4 3.14 ^ 1.021 45 8 -13 -01 7 2x4 3.14 1.031 22,500 7170 r-- Job Number. T 01-479 Report Number: 007 Permit Number: D01 -091 Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun Ci Wa , Tukwila En • ineer. P • ! . eme er Desi • n Grou • Client H2 Hotel LLC Contractor. Axiom Construction Services Date: August 6. 2001 Cubic Yards Inspector. Jerry Abson Sampling and Casting of Samples ASTM C 31, C 109 Flow CRD — C 611 Grout Temp__ 78 Ambient Temp 80 Truck No. 264 Ticket No. 238579 Cast Samples: 37 — 40 90 Flowable Cast Samples: 41 — 44 99 • • 79 78 221 238595 Cast Samples: 45 — 48 108 • • 76 77 207 238625 Cast Samples: Weather. 1 Clear and Sunny Date Smiles Picked U.: Comments Other ASTM Methods Used: [ 1 Conforms [ x [ Does Not Conform RECEIVED AK- 28 2001 BUILDING DEPARTMENT AUGERCAST REPORT TEST RESULTS 0170 ROSE. 1U & ASSOCIATES, INC. Reviewed by: g aP /4fi 1.1 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 2 of 2 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 7254600 or 1- 888 - OTTO -4-US - Fax (206) 723 -2221 Job Number: 1 01-479 f Report Number. 1 009 1 Permit Number: 001 -091 Test Date Project Comfort Suites Architect Dow Fletcher b Associates Address: 7200 Fun Ci Wa , Tukwila En ineer. Po. • em - er Desi • n Grou • Client: H2 Hotel LLC Contractor. Axiom Construction Services Date: 8 August 2001 Inspector J. Abson, H.T. Johnson Inspected the resteel and placement at piles#: 129, 127, 98, 131, 128, 101, 102, 65, 66, 104, 175, 174, 172, 154, 130, 163, 162, 173. Resteel is grade 1 60 1 , as specified, from Birmingham. Placement Data Batch Wyhts Supplier: Cadman Cement •e/lbs.: 940# Water lbs. /.al: 492# Mix Number. 104040 Fine .'.... (Ibs.): 2205# Admixtures (specify) Total Yards Placed: 100 Coarse Agg. Coarse Agg. Cubic Yards (size/lbs.): (size /Ibs.): Flow CRD – C 611 Grout Temp Ambient 47 oz. Delvo Temp Truck No. Ticket fib. S pecified Strength (psi): 4000 Sampling and Casting of Samples ASTM C 31, C 109 Cast Samples: 1-4 9 2x4 72 °F 63 °F 238 239005 Cast Samples: 5 -8 18 73 °F 63 °F 254 239030 Cast Samples: 9 -12 27 72°F 64 °F 282 239061 Cast Samples: 13 -16 36 76 °F 66 °F 292 239103 Cast Samples: 17 -20 46 75 °F 69 °F 257 239195 Cast Samples: 21 -24 58 75 °F 71 °F 416 239219 Cast Samples: 25 -28 69 74 °F 74 °F 401 239249 Cast Samples: 29 -32 79 77 °F 76 °F 292 239290 Cast Samples: 33 -36 88 75 °F 76 °F 257 239292 Cast Samples: 37-40 100 76 °F 76 °F 416 239339 Cast Samples: Cast Samples: Cast Samples: Weather: ( Clear and sunny Date Sam. tes Picked U. : 8 -9 -01 Comments Other ASTM Methods Used: Coi forms x Does Not Conform Specimen Number Test Date Field Cure Age Da s Sill= — Wei ht Max Load Lbs. Strength • si Tested in general accordance with 1 8 -15 -01 7 2x4 3.14 .96# 15,532 4950 ASTM C39 X 5 8-15 -01 7 2x4 3.14 1.00# 17,151 5460 ASTM C 109 9 , 8 -15 -01 7 2x4 3.14 1.00# 17,206 5480 Compressive X x Owner x Contractor x Architect x Building Dept. x Engineer CTO ROSENAU & ASS''CIATES INC. Construction Inspection & Materiai Testing 6747 M.L. King Way South. Seattle. Washington 98118 -3216 Tel:(206) 725-4600 • Toti Free:(888) OTTO-4-US • Fax:(206) 723 -2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency •A2LA Accredited Laboratory AUGERCAST REPORT See attached for additional test results Copies to: Form No.: T -101 Revised: 08/20/01 TEST RESULTS Page 1 of 2 Reviewed by: 2 ++.C••/ This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. RECE vE AUe 28 ULi DEPARTMENT Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.ln.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 13 8 -15 -01 7 _ 2x4 3.14 .97# 16 506 5260 ASTM C39 i( 17 8 -15 -01 7 2x4 3.14 1.00# 17,995 _ 5730 ASTM C 109 21 8 -15 -01 7 2x4 3.14 1.01# 17,106 5450 25 8 -15 -01 7 2x4 3.1, .99# 17,623 5610 Compressive Y. 29 8 -15 -01 7 2x4 3.14 .95# 16,587 5280 33 8 -15 -01 7 2x4 3.14 .99# 17 5440 37 8 -15 -01 7 2x4 3.14 .97# 16,607 5290 Job Number 1 01-479 Project 1 Comfort Suites RECEIVED AUG 28 2001 BUILDING DEPARTMENT AUOERCAST REPORT Date: TEST RESULTS Page 2 of 2 OTTO ROSE! U & ASSOCIATES, INC. 1 Report Number: 009 Permit Number D01-091 1 8 August 2001 Conforms 1 1 Does Not Conform Reviewed by: fl /fcc This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -46th or 1- 888- OTTO -4US - Fax (206) 723 -2221 Job Number: 1 01-479 J Report Number. T 010 1 Permit Number. D01-091 Test Date Project Comfort Suites Architect Dow Fletcher & Associates Address: 7200 Fun C Wa Tukwila En • ineer: P • • • eme er Desi !n Grou • Client: H2 Hotel LLC Contractor. Axiom Construction Services Date: 9 August 2001 Inspector: G. Salyards Inspected the resteel and placement at 1 Augercast piles #1 -11 as per Geo's report 8 -9-01. Resteel previously inspected. Resteel is ! rade 1 1 , as specified, Data from Cement Fine Agg. Coarse (type/Ibs.): (tbs.): Agg. A! Batch Weights 940# 2209# (size/lbs.): •. size/lbs. : Water (Ibs. Admixtures 47 oz. Deiv~+ /gal): 2092# (specify) Placement Supplier: Cadman Mix Number. 104040 Total Yards Placed: 66 Specified Strength (psi): 4000 Coarse 20,357 Sampling and Casting of Samples ASTM C 31, C 109 Cubic Yards ! Flow CRD — C 811 Grout Temp 73 °F Ambient Temp 64 °F Truck No. 266 Ticket No. 239424 Cast Samples: 1-4 9 6670 Cast Samples: 5 -8 21 72 °F 64 °F 416 239448 Cast Samples: 9 -12 30 71 °F 65 °F 250 239483 Cast Samples: 13 -18 39 74 °F 67 °F 201 239538 Cast Samples: 17 -20 51 72 °F 68 °F 416 239585 Cast Samples: 21 -24 60 71 °F 74 °F 221 239640 Cast Samples: 25 -28 66 73 °F 75 °F 201 239709 Cast Samples: Cast Samples: Cast Samples: Cast Sam • les: Cast Samples: Cast Samples: Weather: 1 Clear Date Samples Picked Up: 1 8 -10-01 Comments Pile #8 was re- drilled and cast a 2 time. On site Geologist fro, Associated Earth Sciences: Scott Hannah Other ASTM Methods Used: 1 Conforms 1 x 1 Does Not Conform Specimen Number Test Date Field Cure Age (Days) Size (In.) Area (Sq.In.) Weight Max Load (Lbs.) Strength (psi) Tested in general accordance with 1 8 -16 -01 7 2x4 3.14 1.03# 24,227 7720 ASTM C39 X 5 8 -16 -01 7 2x4 3.14 1.01# 20,357 6480 ASTM C 109 ' 9 8-16 -01 7 2x4 _ 3.14 1.01# 20,935 6670 Compressive X © Owner x Contractor © Architect x Building Dept. x Engineer See attached for additional test results Conies to: This report applies only to the 'tems tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Form No.: T•101 Revised: 08/21/01 CTO ROSENAU & `' AS 'JCIATES, INC Construction Inspection & Material Testing 6747 M.L. King Way South. Seattle, Washington 98118.3216 Tel:(206) 725.4600 • Toll Free:(888) OTTO - • Fax:(206) 723 -2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory AUGERCAST REPORT TEST RESULTS Reviewed by: Page 1 of 2 "may � w � { �"�r �. 8 1ir„(� 'E C si t a AUG 4`n , J01 BLiiLL :NG 1 Specimen Number Test Date Field Cure Age Da s Size In. Area S • .I n. Wei . ht Max Load Lbs. Strength • si Tested in general accordance with 13 8 -16 -01 7 2x4 3.14 1.01# 18 774 5980 ASTM C39 X 17 8 -16 -01 7 2x4 3.14 1.04# 23,926 7620 ASTM C 109 21 8 -16 -01 7 2x4 3.14 .99# 18,874 6010 25 8 -16 -01 7 2x4 3.14 1.04# 22,041 7020 Com • ressive X Mill RECEIVED AUU 2 8 2001 BUILDING DEPARTMENT Job Number. 01 -479 ( Report Number. J 010 Project Comfort Suites AUGERCAST REPORT 1 Date: TEST RESULTS Page 2 of 2 OTTO ROSEI`' 'I & ASSOCIATES, INC. J Permit Number. ( 1301 -091 1 9 August 2001 Conforms I ( Does Not Conform 1 Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 7232221 RECEIVED JUN 0 6 2002 TUKWILA PUBLIC WORKS T U K W I L A eilia4A4AAJ l'Adtt417:* )- 7 , etuf V- ret, t3 A ct,L., cyr--Cva lk:teA cAptiv, eitt, e6. .54.4.:44r #-Tkitti/.4<i/J,4,4‹. Wz reef y, k.,- 3 7200 FUN CENTER WAY TUKWILA, WA 98188 PHONE: 425.228 -7300, EXT. 28 FAX: 425- 228 -7400 For reservations worldwide: I.800.4CHOICE chorcehotels corn )d,t4A- 2,00 COMPORT SUITES BY CHOICE HOTELS (147441t1'-.4 7i 3 cep-uu4 4, 7172.e.) I/4 ep c_ 4 001—ocrt. e.41-t/u-d fr 2 & et The cL ;A_ .4.47t4 .7A 3t 3 . -4 gve /s 2 Z — &,4(4 . p �tiW4 g 0 0 So 2 0 ('I X3,4 tct c�v-n yokt. ) °D0, -04 1 Com4r+ SA:tts 4 i ▪ PAY TOME ORDER OF 2 9 U Crown m� r,r► r1o9 : /� �u Q/ 26q Crown ,.,. Mfiwon Men. CA 92691 • Bank irixrvkinv Qatar/we 283 �� !.MEMO Qatar/we ....w- --- ,-- ..,_,i, JOHN M. HUISH 18- 351 15 KATHY HUISH 1220 UC. 81963009 K0235001 105704500 17868 JOYAS CT. 858-673-9515 D. \TE V 4l POWAY. CA 92064 �. 7` 4 a $,C)c64°4' DOLLARS 8 C Of 11 Itlatemgeslftrogewoz Memo To Mr. Nick Galash From Jason Hill, Project Engineer CC: Dates 1/9/02 R. Family. Fun Comfort Suites Hotel, Tukwila, WA Our review of the hold down system submitted to Axiom Construction by Inquest Engineering. Mr. Galash: This memo is in regards to our review of the hold down system submitted to Axiom Construction from Inquest Engineering. Poggemeyer Design Group, Inc has reviewed the hold down system drawing on sheet SH-1 submitted by Inquest Engineering 01/09/02. We have found the system to meet the requirements set forth from our hold down schedule noted on S13 of the structural drawings. Thanks, Jason Hill, Project Engineer 1)01ioet F. '• c kr , 0 WASk -1- 1e-ty-Nrd S OCTOBER 24 Pocigerilq, Design Group. Inc 512 Sixth Street South, Suite 202 Kirkland, WA 98033 (425) 827-5995 Fax (425) 828-4850 A PF-- POGGEMEYER DESIGN GROUP CON!,uirrNio ENGINE EPS RECEIVED CITY OF TUKWILA , 5** PERMIT CENTER Otis Elevator Company Pacific Northwest Region 13035 Gateway Drive, Suite 157 Seattle, WA 98168 (206) 243 -8100 Fax. (206)248 -6401 July 11, 2001 Doug Hazelrigs Dow Fletcher & Associates Re: UBC Stretcher requirements We would like to confirm that our Otis LVM 25001b. capacity elevator with a single slide side opening door is 80" x 51" clear inside and will meet UBC 3003.5 requirements. If you have any questions, don't hesitate to call. Sincerely, Otis Elevator Company Scot t3radOay Scott D. Bradley Sales Manager tWi O A United Technologies Company I Duane Griffin - Comfort Suites, Tukwila "'4 Page 1 From: <bd 166 @ scn.org> To: <dgriffin @ci.tukwila.wa.us> Date: 7/12/01 1:44PM Subject: Comfort Suites, Tukwila WA Mr Griffin, CBO This message is to inform you that as of June 19 my employment at Dow Fletcher & Associates was terminated and I will no longer be able to assume the responsibility of architect of record for the subject project. I believe Dow Fletcher will be providing a new architect to assume the role of architect of record for the corporation and its projects. I have enjoyed working with you, your staff, and the other departments of the City of Tukwila. I will forward a hardcopy of this message to your office as soon as I retum from out of town on about 7/16. Please let me know if you need any other information. Thank you. Alan Miller, Architect • D OI-a- Oil JUL- 19-2001 11:568 FROM:SWEEN'EY 4253780967 July 19, 2001 Mr. Duane Griffin, Building Official City of Tukwila, Building Department 6300 Southce nter Boulevard Tukwila, WA 98188 Re: Comfort Suites 7200 Fun Center Way Dear Mr. Griffin; As of this date 1 will be taking over as Architect of Record for the Comfort Suites project in Tukwila, Washington. 1 will be working in conjunction with Dow Fletcher & Associates on this Project. 1 have been working on the project since the beginning of the design development drawings. 1 am thoroughly familiar with the plans and specifications and will stand behind their accuracy and code compliance. If you need additional information please give me a call at (425) 641 -9559. Truly yours, DALE SWEENEY • ARCHITECT 4165 178 th lane S.E. 1301 - Bellevue, WA 98008 Ph. 425 -641 -9559 Fax 425 -378 -0987 clsdesIgnlbhome.corn Date Sweeney Cc: Doug Hazelrigs — Dow Fletcher & Associates John Huish — H2 Hotels TO:9179519 P:1 /1 D 0 I 041 Reid iddleton June 18, 2001 File No. 26 -01- 005- 007 -03 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Dear Mr. Griffin: Sincerely, Reid Middleton, Inc. Philip i' . Brazil, P.E., S.E. Senior Engineer Subject: Building Permit Plan Review - Final Submittal Comfort Suites (Permit File No. D01 -091) We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. We made the following red -lines to the drawings per the direction of the engineer: • Sheet S -1. Change air - entrainment to 3.5 -6.5% at Concrete Note 1. • Sheet S -4. Specify Column Type C7 at Grid E/15.5. • Sheet S -5. Change Detail reference from 18/S12 to 3/S11, Grid D/18. • Sheet S -5. Add "Sec also Sheet S6" to Note 2. • Sheet S -6. Add "... and second story shear walls not otherwise indicated on Sheet S -5" to Note 2. Enclosed are the drawings, structural calculations, specifications, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. bj r\26se \pl anrevw \tukwila \01 \t007 r3.doc \prb Enclosures cc: Alan Miller, Dow Fletcher and Associates Jason Hill, Poggemeyer Design Group, Inc. Washington Oregon Alaska Enginteri P Ian nerr S nrt t) nrt Reid Middleton, Inc. 128 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 U U g F N LL w w � u D o �o D O - w w U O 2 June 15, 2001 Philp R. Brazil, P.E., S.E. Senior Structural Engineer Reid Middleton, Inc. 728 134 Street SW, Suite 200 Everett, WA 98204 RE: Comfort Suites, Tukwila, Washington Permit File # D01 -091, Structural Plan Review No. 2 Dear Mr. Brazil: In response to your structural plan review comments submitted to Mr. Griffin at the City of Tukwila in a letter dated May 25, 2001; Poggemeyer Design Group, Inc respectively submits the following itemized response. Vertical 1. We have reviewed sheet 8 and the section cut at grid 4. We have revised the section cut to be on grid 5. It is now 8/S12. 2. Attached is the calculation of the beam in question. (Q2) Lateral 3. We have revised the nail spacing on Detail 9/S12 to 16d at 3 inches o.c. 4. Attached is a calculation for Q4. Drawing S12 has been updated to reflect the calculations. Details up dated are 1/S12, 1A/s12, and 1B/S12. 5. We have clarified on sheet S5 the TS is to be 6x12x3/8 and we have modified detail 18/S12 to reflect this condition. 6. We have revised 3/S12 to reflect our intent on Toad transfer. We have also attached a calculation as requested Q6. Sincerely, Poggemeyer Design Group, Inc Prepared by: 1 /AD POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS Poggerneyei Design Group. Inc. 512 Sixth Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax (425) 828 -4850 Multi- Loaded Beamf AISC 9th Ed ASD Bv: JASON HILL . POGGEMEYER DESIGN GROUP, INC Protect: 00095 - Location: AT GRID B CENTERED ON 8 Summary: A572 -50 W16x26 x 7.5 FT Section Adequate By: 66.7% Controlling Factor: Moment Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only. Support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length - Bottom of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties for: W16x26/A572 -50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X -X Axis: Section Modulus About X -X Axis: Radius of Gyration of Compression Flange + 1/3 of Web: Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: Allowable Flange Buckling Ratio: Web Buckling Ratio: Allowable Web Buckling Ratio: Controlling Unbraced Length: Limiting Unbraced Length for Fb= .66'Fy: Allowable Bending Stress: Web Height to Thickness Ratio: Limiting Web Height to Thickness Ratio for Fv= .4 *Fy: Critical Web Stress Ratio: Shear Buckling Coefficient: Allowable Shear Stress: Design Requirements Comparison: Nominal Moment Strength: Mr= 105600 Controlling Moment: M= 63359 3.75 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength: Vr= 67836 LB Maximum Shear: V= 20531 LB 7.5 Ft from Left Support of Span 3 (Right Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 Moment of inertia: free= 62.1 1N4 1= 301.0 IN4 1 Ver: 5.02 on: 06 -12 -2001 : 11:56:04 AM OLD- Center= LLD - Center= TLD- Center= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 -Top= Lu2 - Bottom= U U wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= Fv= E= d= tw= bf= tf= k= Ix= Sx= rt= FBR= AFBR= WBR= AWBR= Lb= Lc= Fb= h /tw= h/tw- Limit= Cv= kv= Fv= 0.01 0.05 0.06 15780 4751 20531 1.38 15780 4751 20531 1.38 7.5 3.75 7.5 360 240 672 1241 26 1939 26520 0 3.75 50 29000 15.69 0.25 5,50 0.34 1.06 301.00 38.40 1.36 7.97 9.19 62.76 90.51 3.75 4.03 33.0 60.0 53.74 0.0 5.45 18.09 IN IN = U1744 IN = L/1453 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT KSI KSt N N N N N4 N3 FT FT KSI KSI FT -LB FT -LB POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828-4850 Made by ' Date l0 p //2 /c / Job No. 6(0 Checked by Date - Sheet No Description O 4 Job Name FJ - .G. RE wraps FOR 1)DAa S12u CO 14 1,1 �ZTIOtif, ` f(1 &o z•8) /, _ 268 Mornek cosicp_ �oyz TZ■ OZ it 3 "3v 31 KS` r' ,1h5(0/ " 3$ K$ t &/ M J &L f) S 8 Gr i 5 t /?� CAW 3/6' / R)" &ar// PtF" Pia L26) oRCo /c.4e._ cRc.c-s ) tle'l ConanE 6.51Y/14 Ip " *2 A2= 2237' zoe 2 u l e (Qr ;" 61 l 570.3# -. 1 k 3.15fi 0% /coy\ C)ir: pa - F . AL? - 31 5I s POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South. Suite 202 • Kirkland. WA 98033 (425( 827-5995 • Fax (425) 828 -4850 Made_ by . tti' Date_ v t /e IG 1 Job No. 00 09 Checked by Date Sheet No Description Job Name _ I,JE_ bF V iIY-1ti$E_t) - - i � J Ns brVilb 1 tJ Card ` -4 vv. %Garrr•N 63 P i 3 ' xc.0 "X 1 , 2 " () I ' x�l.liX I I_ ,I (Z,I ,- jl��si325X \2 hS C- jLL J---- WF T 5 ,t` .3'2 /1, 7 id L1 . Ctft P -A-T 3 E 4)Di Na . 5 z Y54/4) rb r ICM r el ) 1 " G/7 LvCGD 5.67 %A. `1' /i I t' kL2. = / 5 6, I <,p s 1 GNI� 'e b 1 /4 - ?• 4 `/'ti ul ► v 10%,n - 4 - 142.4 4"s. use* S t f A32-5) eot iS = /06# //ore / 20ED 1. .5 itogr ', 4v /. / Wizz. i f .sroa,es 400ro oN 2. s.y ► Scvove!, 5. 6 SEE / / Partial BUILDING DIVISION REVEIW No further comments at this time. June 22, 2001 Comfort Suites Hotel Permit Application D01 -091 Ken Nelsen, Plans Examiner Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206 -431 -3670 Date: Project Name: Application #: Plan Review: Aeg , A Building Division plan review has been completed on the subject project. Please address the d c following comments in an itemized format with applicable revised plans, specification, and /or 11 ? other documentation. Regardless of the occupancy separation notation, written in the Lobby area shown on sheet A -1.1, the intended occupancy separation between the first and second floors must be clearly defined on the plans and details. These details are crucial prior to construction. The Vending area and Business Center room near the 1 -hour rated Lobby are considered occupancy uses interrupting the corridor. These rooms must be separated by the appropriate rated doors and walls per U.B.C. Section 1004.3.4.4. Doors numbered 16 between the Continental Breakfast area and the Lobby are scheduled as French doors. Identify how these doors will maintain a 20- minute corridor fire rating or occupancy separation rating, whichever will be relevant. It can not be identified on the plans or specifications that either of the proposed elevators will meet the "stretcher requirements" found in U.B.C. Section 3003.5. Provide applicable plan details showing compliance to this requirement. Door numbered 7 at the East side of the Lobby going to the East first floor corridor, does • not provide for egress in either direction. Change the subject door swing to match door numbered 7 at the West side or accomplish egress by other means. June 25, 2001 Alan Miller Dow Fletcher and Associates 500 — 108th NE, #1150 Bellevue, WA 98004 RE: CORRECTION LETTER #2 Development Permit Application Number D01 -091 Comfort Suites 7200 Fun Center Way Dear Mr. Miller: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division and Public Works Department. At this time. the Fire Department and Planning Division have no comments. The City requires that four (4) complete sets of revised plans he resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a 'revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must he made in person and will not be accepted throuEh the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl City of Tukwila xc: File No. D0I -091 Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98/88 • Phone: 206 -431 -3670 • Fax: 206- 431 -3665 ITEMS: REMARKS: CC: P©ggemeyer Design Group, Inc. 512 SIXTH STREETS X 202 PHONE: 425/827 KIRKLAND WA 98033 FAX: 425/828 -4850 DATE: Thursday, June 28, 2001 TO: V Dick Hendry COMPANY: (smfa3/er $t T&S We are forwarding via: This information is sent for: LETTER OF TRANSMITTAL ❑ Your information • Review ❑ Response 1 RE: Family Fun Center ❑ Courier ❑ Express Mail ❑ US Mail ❑ Will Call ❑ Hand- Carried 0 Quantity Name of Ite(n s,) Sheet Nos, 3 Copies Civil Engineering Corrections *2 Response Letter N/A 1 Set Orginel Clvil Drawings, Wet - Signed Cl-C6 2 Copies Biuelines C1-C6 PDG JOB 00095C YOUR JOB u Approval ❑ As Requested aw UO coo U) J N w J V. < w ZO w 0 0— 1- w W O wZ U= 0 Z June 27, 2001 L. Jill Mosqueda, P.E. Plans Reviewer, City of Tukwila City of Tukwila Public Works Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Comfort Suites, 7200 Fun Center Way Permit Number,D10 -091 Correction Letter #2 Response. Clv!I Eng►lneerinp Corrections #2 Response: 1. The access easement has been shown on Sheet C -5. A table was included showing easement beneficiaries. The owner will have easement document prepared and recorded at King County. 2. Sheet C Erosion control notes updated to 1998 standard as requested. 3. Sheet C -3 Stop sign shown at the egress to Fun Center Way. Curb ramps shown on sidewalk at the access. Service cabinet and light pole shown and dimensioned on plan. 4. Sheet C -4 Water meter is shown coming off public water supply near Hotel mechanical room. It was not possible to install the meters on property line since the public water supply is taken from within the site. Deduct meter shown slightly to the south. An 8" gate valve is shown at the connection point to the 8" tee. 18" vertical separation required at sanitary sewer / water main crossing (One instance noted on plan). Added notes for sprinkler tamper supervision of valves, and adjusting valve boxes to grade. Roof drainage shown on sheet C -3. Tight lines are connected to the storm drainage system on the north side of building (roof slopes south to north), and to curb openings for minor areas on south side of building. 5. Erosion sedimentation control plan sheet C6 added to plan set. POGGEIMEYER DESIGN GROUP COVAMINC, FrU INFERi Poggcneyer Design Group. Inc 512 Sixth Street South, Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax (425( 828 -4850 Comfort Suites — Permit Number D10-091 Civil Engineering Corrections #2 Response June 27, 2001 Page 2 If you have any question please do not hesitate to call. Sincerely, Poggemeyer Design Group, Inc Prepared by: Charles J. Shields, PE /A° POGGEMEYER DESIGN GROUP, INC Partial BUILDING DIVISION REVEIW Date: June 22, 2001 Project Name: Comfort Suites Hotel Permit Application Application #: D01 -091 Plan Review: Ken Nelsen, Plans Examiner Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206 -431 -3670 A Building Division plan review has been completed on the subject project. Please address the following comments in an itemized format with applicable revised plans, specification, and /or other documentation. 1. Regardless of the occupancy separation notation, written in the Lobby area shown on sheet A -1.1, the intended occupancy separation between the first and second floors must be clearly defined on the plans and details. These details are crucial prior to construction. 2. The Vending area and Business Center room near the 1 -hour rated Lobby are considered occupancy uses interrupting the corridor. These rooms must be separated by the appropriate rated doors and walls per U.B.C. Section 1004.3.4.4. 3. Doors numbered 16 between the Continental Breakfast area and the Lobby are scheduled as French doors. Identify how these doors will maintain a 20- minute corridor fire rating or occupancy separation rating, whichever will be relevant. 4. It can not be identified on the plans or specifications that either of the proposed elevators will meet the "stretcher requirements" found in U.B.C. Section 3003.5. Provide applicable plan details showing compliance to this requirement. 5. Door numbered 7 at the East side of the Lobby going to the East first floor corridor, does not provide for egress in either direction. Change the subject door swing to match door numbered 7 at the West side or accomplish egress by other means. No further comments at this time. �w O 0 N • w F w g Q z o LU • 0 • co o — o1- w U. 3 w z U 0 z PERMITNO.: �bl " O (( BUILDING PERMITS INSPECTIONS J 00001 Progress Inspection Slates 0000' Pre-construction ❑ 1101103 Investigation ❑ 01100.1 OK to Occupy ❑ 0111105 Remove Sop Work Order ❑ 001)06 follow -up ❑ 1111007 Pre -Move Inspection ❑ 0111150 WSEC Residential ❑ 01)061) •WA Ventilation /Indoor AQC ❑ 000711 NI.1 A InspectioniMudular Slrurl ❑ 1111071 Mohile I lorne Tie Down Insp 4 01107 Marriage Lines d 00090 Rested fooling Grains 01)1110 Foundation Footings 1111301) Foundation Walls 0025( foundation Insulation 003111) Concrete SIah/Sluh Insulation 11113511 Crawl Space 1111401) Shear Wall Nailing 00451) Plywood Wall Sheathing 11051111 Roof Sheathing Nailing (H)533 Plywood Deck Nailing 1)0351) Exterior Wall Sheathing 00h00 Masonry Chimney 011610 Chimney Installalion!f \11 types 0117111) Framing 110751) Roof/Ceiling Insulation 0118011 floor Insulation 1)(181)1 Wall Insulation ❑ 1111811 Exterior Roof Insulation (H)803 (;lacing Inspection 011813 Lighting and Controls 11091)(1 Suspended Ceiling 01111111 Interior Wallboard fastening 01001 Exterior Wallboard fastening ❑ 01 110 Pre -Move Inspection ❑ 01 1 15 Motor Inspection ❑ 1)1121) Pre -Demo ❑ 01140 Pre- rerool' 0140(1 final -fire 1)1700 final Buildin5 ❑ 01900 final- Reroot ❑ 03 100 Site Visit 04001) Special- Concrete 041)1)1 Special -Bolts in Concrete ❑ 0.1001 Special -Blom /Resist Cone Frame ❑ 04003 Special -Reinf Steel Prestress 041104 Special - Welding 141)1)5 Special -I high- Strength Bolting ❑ 04006 Special - Structural Masonry ❑ 04007 Special- Reinf(iypsumn Concrete ❑ 04008 Special - Insulating Cone Rill ❑ 04(1119 Special -Spray fireproofing 041)10 Special - filing, Piers. Caissons ❑ 1)41)1 1 Special- Sholcrelc ❑ 1)41)12 Special - Grading. I:xcav /Rill ❑ 041)13 Special- Retaining Wall ❑ 1)41)1.4 Special - Panels ❑ 04(115 Special -Smoke Control System TENANT NAME: CONDITIONS • ►a • ii bracing 0 111111 - 13 ) Partition walls atlachcd to ceiling grid ❑ Readily accessible access to root mounted equipment (11115 Engineered truss drawings &. calcs shall he on site .. 01)16 Exposed insulation hacking material 11)117 Suhgratle preparation including drainage. excatatiun nnl8 Stalentent from rooting contractor verifying lire retardant class of root 1)1)19 . .._ . All constriction to he dune in conformance w /approved plans "No %%auk shall he done in addition to 1In se modifications... nn03 Plumbing permits shall he obtained Ihrough King Cu 11030 Structural ohser∎ mum shall be provided for this proicc1 1021 .. All fond preparation establishments must have King ('o 111123 . Fore retardant Ireaied good shall have (lame spread of 1113.3. No(II) (milling Diviuun prior to placing any concrete 002.1 All spray applied fireproofing shall he special inspected 111135 . .. A11 wood It remain in placed concrete shall he Treated 1)1)26 .... : \11 structural masonry shall be special inspected 11027 All of Permit 0028 Rack storage regimes separate penult 111111 Fled' teal permits ohlvned through I.. '1 110in No occupancy of building until final insp by I)Idg Div • I Remove all heeds. concrete. stone ti,nulatiuns. 11,0 cunerele ❑ Ut136 . . NlainiI acttmers installation instructions required on site ❑ °li ft 1 maxununt allowed per 1')'/7 \V:\ Stale Energy ):ode" ❑ nn 35 0038 A\ C of ( ) will he required for This permit ❑ :11:1 IIIIIN 00 Final approval for all 11 ‘v /in the limits of the S(.' Mall !� • ll mechanical wink shall he under separate permit 111140 All couslrtetion noise to he in compliance with 8 2 FM(' 0041 Ventilation is required fix all new rooms & spaces 11105 \II permits. insp records & approved plans mailable 111111h - \ 11 structural concrete shall he special inspected ❑ • ; \pplcant s uhiain a sep ;u;uc plumping permit from King Co - Anchoring - All new construct and suhsiantial impru\ einen► shall he anchored to prevent notation" 0007 .. All structural welding shall he June by W: \131) eerltlied inspector llt108 All high strength hulling shall be special inspected nn0') ....... Bolts installed in concrete shall he special inspected ❑ 0031 Comply with requirements of 1N1(.' Ih.l►4 El 0113 4 Removal of septic links require approval and compliance with King Co Health Dept. ❑ "1 ►bt;un required inspcclinns from appropriate t∎nler .t sewer districts" ❑ "Fuel burning appliances ❑ •';\lPIuances. wlmcl► generate ❑ "Water healer shall be anchored.... ❑ "Retool 1)111)1 No changes to plans unless approved by Bldg Div 01110 Special inspecliun required. notify Bldg I)iv 0011 ......... Special inspector shall submit Iinal signed report 01)13 ......... New ceiling grid & light fixture shall meet lateral Oitis }0464) nv , ms's o � A 1. ! 4 , a ►a Feel, 111 { {{ V I 1: ov'4; ..sfos b 1 •tmtac1 (' \V 111 10 o insp (i►r water /sewer connect Dat ( t(. 1 b( Date: 1- 20'-01 Mai 29 01 11:12a DOW FLETCHER & RSSOCIRTES 425-646 -5904 Reid iddleton May 25, 2001 hie No. 26- 111 -005- 007 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Boulevard, Suitc 100 Tukwila, WA 98188 Dear Mr. Griffin: Vertical Lateral Post -It' Fax Note 7671 Co/Dept. p c ph, a lT' ph Fax. 4 . 7.As La 4c, C C - SHQ Subject: Building Permit Plan Review - Second Submittal Comfort Suites, Permit File No. D01 -091 vats chsl©.l w es∎ au From iRR1. Ne.! M 1 tA,C . Cm. d3f'a Pri°`" 4%7 4 � r s , � ( Da 1, Foxe We reviewer) the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. Several of the previous review comments (review letter dated April 16, 2001) have trot been addressed completely in the recent submittal. The fuliowing list of comments supersedes the previous review comments and outlines remaining issues that require additional consideration. N., 1. Reference to Detail 10 /S12, Grid 4, Sheet S8, should be clarified. It is for the second floor, not the roof. ✓2. The W 16x26 beam, Grid B /8, Sheet S5, still does not appear to be structurally adequate to support the vertical forces from the exterior wall and roof above, and the reaction from the W24, 76 beam at Grid 8. The revised calculations appear to treat the concentrated load at the center of the span as if it were located over the right support. 3. Details 9 and 16/S12 depict the transfer of east -west lateral forces from the roof diaphragm to the corridor shear walls. The design forces at the shear walls are 470 -520 plf per page 10 of the calculations. The transfer is accoinplished by alternate blocking panels, each with a revised design capacity of 750 pounds (375 plf). However, the ability of the diaphragm nailing (10d at 6 inches o.c.) to transfer the loads to the blocking panels i3 questionable. A revised design is apparently still needed. Drag struts may still be needed to transfer diaphragm forces to the individual shear walls. 4- The steel tube strut system at the second floor, Sheet S5, generally serves to transfer lateral forces from the second floor and above to concrete shear walls at the first floor, while also providing vertical support for corridor floor. As seismic collectors, they still need to be designed per WS�BC,.Section 1633.2.6, Woshin9ton Oregon Alosko p.1 Reid Middleton, Inc. 728 134th Street SW Suite 200 Non. WI 987114 Ph: 425 741.3800 roe. 425 741.3 ?00 11d I ... 1 I :lea Mr. Duane ririff n City of Tukwila May 25.2001 File No. 26 -01 -005- 007 -02 Page 2 Philip ". Brazil, P.E., S.E. Senior Structural Engineer UUW r Lt ► l,r►tK 6 NbbU1. 1 rt ► tb •t[ J' U JJU'r including provision for required design strengths to resist the loads determined by WSBC Section 1612.4. Calculations should still address this combined loading, both at the members and their connections, per WSBC Section 2316 and AF &PA NDS Scction 3.9.1 (i.e., Details 1 and 3/512). 5. Second floor shear wall at Grid 18/F -I, Sheet $5. Due to the lack of a shear wall at the same location on the first floor below, a drag strut is apparently still needed to transfer lateral forces to the first floor shear wall at Grid 18!B -E per page L19 of the calculations. 6. The .feel wide -flange beams and steel tubes along Grids 7 -15, Sheet S5, transfer substantial lateral forces to the first floor concrete shear walls by acting as collectot's. The design for the transfer of the forces is unclear at Grids F/7 and P /8. Detail 3/512 partially addresses these conditions, but it is unclear how the additional steel wide - flange beams at each condition will be connected for force transfer. It appears that standard single -plate beam -to -beam connections as depicted in Detail 17/S11 will be relied to support combined vertical and lateral forces. Substantiation should be submitted for review to verify structural capacity. The review comment listed above should be responded to in itemized letter form. We recommend the permit applicant have the Engineer of Record respond and resubmit two copies of the revised set of structural drawings and one copy of the supplemental calculations directly to our office. • Corrections and corrunents made during the review process du nut relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in acco:dauce with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Rcid Middleton, Inc. bjr126se1planrev w \tukwila1011t007r2.doclprb cc: Alan Miller, Dow Fletcher and Associates . Reid iddteton • Mai 09 01 02:1Op DOW & ASSOCIATES 425 -646 -5904 p.1 DOW FLETCHER ASSOCIATES FAX 500 108th NE, Suite 1150 Bellevue, WA 98004 Alan Miller Subject: Brenda Alan 05/09/2001 Brenda Holt Permit Coordinator: City of Tukwila, WA fx 206 431 3665 Comfort Suites, Tukwila WA - Permit Application #D01 -091 V Woo r sv (19 X01 ` 3 This memo is to vorify your instructions per my phone call to you on 5/8/01 regarding permit application t#D01 -091 and Correction Letter #1 dated 4/27/01. You were reading ity fax dated 5/1/01 and noting that the responses to the correction lot:ter needed to be made with (4) full sets of plans, with 'bubbled' revisions, for all disciplines (architectural, structural, and civil). A summary of the <:orrections is as follows: 1. Building Dept. - As noted in my 5/1 fax, I talked with Ken Nelsen (memo dated 4/24) on 4/30 and we agreed that the plans are in compliance with the code for Tyke III construction as originally submitted... no re- submittal required. 2. Planning Dept. - We will add paint color numbers to the specs and exterior elevations per Nara AiArinff memo dated 4/6. 3. Fire Dept. - No corrections at this time. 4. PW Dept. - Corrections to be added to the Civil dwgs (and Architectural Site, Plan) and re- submitted, along with additional dwgs for irrigation etc:, per Jill Mosqueda letter dated 4/26. It was my original understanding (per my fax) that we would include these corrections with subsequent corrections and re 'all at the same time', or, submit only those dwgs that needed correction at this time so the plan reviewer could replace the sheets in the review set and thereby maintain it track of revisions. But, per your clarification, it is now our understanding that no further plan review, by any departments, will be done until all of the above information is re submiLLcU wiLh (4) new sets of plans ana related documents. Therefore, per tht: above understanding and by this letter we 'are requesting that the re- submitted of building plans (Architectural and Structural) be deferred and the Building Dept., Planning Dept., and Fire Dept. (no substantial building plan corrections required at this tire) be allowed to continue plan review of the building plans while the civil plans are being re.vised. Please leL us know your decision regarding this request asap. Thank you for your consideration. Cc: Duane Griffen, Ken Nelsen, Jack Pace, Nora Gicrloff, Jim Morrow, Jill Mosquede, Shmnc I,vish, Johll McCracken Fx (425) 646 -5904 Pn (425) 456 -3608 t 1 Reid iddleton May 25, 2001 File No. 26 -01- 005- 007 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Second Submittal Comfort Suites, Permit File No. D01 -091 Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. Several of the previous review comments (review letter dated April 16, 2001) have not been addressed completely in the recent submittal. The following list of comments supersedes the previous review comments and outlines remaining issues that require additional consideration. Vertical 1. Reference to Detail I0/S12, Grid 4, Sheet S8, should be clarified. It is for the second floor, not the roof. Lateral 3. The W16x26 beam, Grid B /8, Sheet S5, still does not appear to he structurally adequate to support the vertical forces from the exterior wall and roof above, and the reaction from the W24x76 beam at Grid 8. The revised calculations appear to treat the concentrated load at the center of the span as if it were located over the right support. Details 9 and 16/S12 depict the transfer of east -west lateral forces from the roof diaphragm to the corridor shear walls. The design forces at the shear walls are 470 -520 plf per page 10 of the calculations. The transfer is accomplished by alternate blocking panels, each with a revised design capacity of 750 pounds (375 plf). However, the ability of the diaphragm nailing (10d at 6 inches o.c.) to transfer the loads to the blocking panels is questionable. A revised design is apparently still needed. Drag struts may still be needed to transfer diaphragm forces to the individual shear walls. 4. The steel tube strut system at the second floor, Sheet S5, generally serves to transfer lateral forces from the second floor and above to concrete shear walls at the first floor, while also providing vertical support for the corridor floor. As seismic collectors, they still need to be designed per WSBC Section 1633.2.6, Washington Oregon Alaska Engtnten Ph:11q t r t Surtt} Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425741 -3800 Fax: 425141 -3900 r Mr. Duane Griffin City of Tukwila May 25, 2001 File No. 26 -01- 005- 007 -02 Page 2 including provision for required design strengths to resist the loads determined by WSBC Section 1612.4. Calculations should still address this combined loading, both at the members and their connections, per WSBC Section 2316 and AF &PA NDS Section 3.9.1 (i.e., Details 1 and 3/S12). 5. Second floor shear wall at Grid 18 /F -I, Sheet S5. Due to the lack of a shear wall at the same location on the first floor below. a drag strut is apparently still needed to transfer lateral forces to the first floor shear wall at Grid 18 /B -E per page L19 of the calculations. 6. The steel wide -flange beams and steel tubes along Grids 7 -15, Sheet S5, transfer substantial lateral forces to the first floor concrete shear walls by acting as collectors. The design for the transfer of the forces is unclear at Grids F/7 and F /8. Detail 3/S 12 partially addresses these conditions, but it is unclear how the additional steel wide -flange beams at each condition will be connected for force transfer. It appears that standard single -plate beam -to -beam connections as depicted in Detail 17/S11 will be relied to support combined vertical and lateral forces. Substantiation should be submitted for review to verify structural capacity. The review comment listed above should be responded to in itemized letter form. We recommend the permit applicant have the Engineer of Record respond and resubmit two copies of the revised set of structural drawings and one copy of the supplemental calculations directly to our office. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete .� design in arccrdance with the laws of the state of Washington. This .nl,tn review. check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Philip . Brazil, P.E., S.E. Senior Structural Engineer bjr\ 26se\ planrevw \tukwila \01 \t007r2.doc \prb cc: Alan Miller, Dow Fletcher and Associates Reid iddletont May 15, 2001 Alan Miller Dow Fletcher and Associates 500 — 108 NE, Suite 1150 Bellevue, WA 98004 RE: Comfort Suites Permit No. DO1 -091 Dear Mr. Miller: This letter is in response to your fax received on May 9, 2001 regarding the above reference project. On April 27, 2001 I mailed you a correction letter which identified items outlined by the Building Division, Planning Division and Public Works Department. The Fire Departments has reviewed your original plan submittal and as approved them as submitted. As 1 stated in my correction letter, you will need to address all of these items prior to resubmittal of your revised drawings. I've attached a copy of my letter for your reference. During our phone conversation on May 8` I emphasized to you that all of the items outlined in the correction letter need to be addressed and that upon resubmittal, staff will then continue their review of your project. Therefore, once you have addressed all of the items, please resubmit 4 complete sets of revised drawings with the appropriate revision block to the Permit Center. Please note that the revisions should also be clouded. If you need further clarification frotn the individual departments as to the requested revisions, feel free to contact them directly. Ken Nelsen with the Building Division and Nora Gierloff with the Planning Divisions can both be reached at (206)431 -3670 and Jill Mosqueda with the Public Works Department can be reached at (206)433 -0179. I hope this will help clarify the City's plan review process. If you have any further questions, as it relates to process and procedure, please feel free to contact me at (206)431-3670. Sincerely, IAA 4214- Brenda Holt Permit Coordinator encl City of Tukwila Department of Community Development Steve Lancaster, Director Xc: Shane Huish, Family Fun Center Steve Lancaster, Director Duane Griffin, Building Official Jim Morrow, Public Works Director Nora Gierloft; Associate Planner Ken Nelsen, Plans Examiner Jill Mosqueda, Development Engineer Permit File No. D01 -091 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206 -431 -3665 May 10, 2001 Philip R. Brazil, P.E., S.E. Senior Structural Engineer Reid Middleton, Inc. 728 134 Street SW, Suite 200 Everett, WA 98204 RE: Comfort Suites, Tukwila, Washington Permit File # D01 -091, Structural Plan Review Dear Mr. Brazil: FILE COPY In response to your structural plan review comments submitted to Mr. Griffin at the City of Tukwila in a letter dated April 16, 2001; Poggemeyer Design Group respectively submits the following itemized response. General: 1. Submitted to Reid Middleton Directly. 2. Revised on Sheet S1. 3. Revised on Sheet S1. 4. Revised on Sheet S1. 5. Revised on Sheet S1. 6. Revised on Sheet S1. 7. We have revised sheet S5 conceming the pool roof. Calculations are attached (Q7). 8. Revised on Sheet S1 by adding a note. 9. Revised on Sheet S1. Com{Kt Stu,' tes 01-006— 007-02_ I (3EID M1110DEETON 1 r " � (r_ � • O �� (rte MAY 1 5 2001 ._1 /AD POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS Poggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 Kirkland. WA 98033 (425) 827-5995 Fax (425) 828-4850 Foundations: 10. Revised on Sheet S9. 11. We have added a concrete shear wall elevation depicting the reinforcement that is to be used. The lengths of the waits have been established on the sheet S4. Calculations are attached (Q11). 12. We have revised S3 by either adding or revising section cuts where applicable. 13. We have reviewed 1910.9.3, and 1907.10.4.3 and have revised detail 11/S9 to reflect the 3 -inch spacing of the spiral reinforcement for a lateral condition. 14. We have revised the tendon spacing on S3. This is reflected on the sheet S3. Vertical 15. We have added a detail 24/S11 to sheet S11. We have added a section cut to sheet S8 depicting location of the detail. 16. Revised on S8 to be 8/S12. 17. Revised on S7 to be 4/S11. 18. Revised on S5 to be 17/S11. 19. Revised detail 20/S12 on S12 with '/. inch weld. 20. Revised beam loading and added calculation (Q20) changing the beam from W24x84 to a W27x94. 21. Reviewed loads and added calculation (Q21) on beam at grid B centered on 8. W16x26 is adequate. 22. Revised section cuts on sheet S5. 23. After reviewing the gravity load paths from the roof to the ground on grids E and F, between 4 -7 and 14 -26, we have revised the load paths to include post. Revisions have been noted on the sheet S4 and S5. Calculation attached (Q23). 24. Revised corridor and party wall calculations attached (Q24). Party walls are composed of double 2x4 walls at plumbing walls and a single 2x6 wall elsewhere. Lateral 25. We have reviewed detail 12/S12 by adding a section cut referring to 13/S12. 26. We have located a Simpson A35 on detail 12/S12 to resolve the tensile force detail on FR69. 27. We have revised detail 4/S12 providing weld call outs. 28. We have reviewed the structure and revised the calculations (Q28) to reflect a R factor of 2.2. 29. We have revised 9/S12 accordingly. POGGEMEYER DESIGN GROUP INC. J 30. Refer to detail 4/S11 and 5/S11. We are utilizing a continuous 3 1/2 LSL rim board as a drag strut. We have addressed this on our plan sheets by showing a continuous 3 1/2 x 11 7/8 LSL rim. We have addressed this on sheet S6 and S7. 31. The steel tube on sheet S5 in the corridor not only acts as a drag strut but support of corridor framing. The steel strut is similar to a continuous rim. In our case, there are areas where this strut has been looked at to accept bending and axial forces. We have addressed the worst case in our calculations. (Page FR 18 to FR 38) We have also revised our vertical load paths per question 23. By doing so, the bending from the framing loads above is directed through paths that we have revised on sheet S5 as well as an additional note on sheet S6, S7, and S8. 32. A. We revised note 1 to include 3x or 2(2x) blocking on sheet S13 below shear wall schedule. B. We revised note 9 on sheet S13 below shear wall schedule. C. Added note 10 below shear wall schedule sheet S13. D. Revised on shear wall schedule sheet S13. 33. We have added shear walls on sheet S5 in the corridor where possible. These walls are only show for redundancy. The drag strut is used to direct the shear from above to the concrete shear walls thus eliminating the 1 story wood shear walls. The hold - down however passes though the drag strut and attaches to the foundation shown on sheet S4. 34. We have revised sheet S5 to include the locations of the hold downs where they terminate at the second level. 35. We have Revised Detail 11/S12 to convey our intent. 36. We have analyzed the pool roof structure and have added details to sheet S5 addressing the lateral in the N/S dir and the E/W dir. Calculations attached (Q36). 37. The call out has been moved for clarity. 38. We have added an additional detail depicting the method of transfer of the shear load. We have also shown this member on sheet S5. 39. The shear walls called out on sheet S6, (107 to 110, and 120 to 124) terminate at the 2 floor level. The forces from these walls are conveyed through the e floor diaphragm to the concrete shear walls located on S5. This is why they do not show on S5. (The architectural walls being show on S5 are the first floor walls.) The hold - downs however continue to the foundation. AD POGGEMEYER DESIGN GROUP INC 40. The second floor diaphragm between grids 7 and 15 does have the capacity by the following clarification. On the calculation page L38, the intent of the comment referring to nailing at panel edges was incomplete. We have added this comment with a revision referring to UBC Table 23 -II -H. Per blocked diaphragms with a plywood and framing layout similar to Case 2, the only nailing to be 2- 1 /2- inches is to be the Diaphragm Boundary. This is the area that has to have staggered nailing and 3x blocking. We have achieved this by utilizing either a double 2x6 top plate or a GLB attached atop of a TSIWF. We have also added a note to sheet S5 addressing the nailing of the diaphragm. 41. We have revised our detail call outs on sheet S5 for clarity. We have also added details to sheet S12 to aid in understanding and construct ability. 42. We have added Simpson CMST straps either side of the shear wall on sheet S5 to aid in transferring the lateral load from the wall to the diaphragm. Sincerely, Poggemeyer Design Group, Inc Prepared by: Jason Hill Enclosure: Plan Review Comments Supplemental Calculations Package /AD POGGEMEYER DESIGN GROUP INC Poggemeyer Design Group, Inc. 512 SIXTH S7REET S 0202 PHONE: 425/827 -5995 KIRKLANO, WA 98033 FAX: 425/828 -4850 REMARKS: I DATE: Monday, May 14, 2001 RE: ® Philip Brazil, P. E., S E. CC: LETTER OF TRANSMITTAL COMPANY: Reid Middleton, Inc. 728 134th St SW, Suite 200 Everett, WA 98204 We are forwarding via: This information is sent for: Courier ID US Mail ❑ Hand - Carried ❑ Your information ❑ Review El Response OUR REF #: 00095 YOUR REF #: ❑ Express Mail ❑ Will Call Family Fun Center Quantity Name of Items) Sheet Nos. ITEMS: 2 Set Blueprint S1 - S13 1 Set Structural Calculations N/A Approval As Requested Project Engi g ' L_O [:':.: f i - E ---. -7- ` - 1 I u MAY 1 5 2001 I °° U F EID MIDDLETO Project Name: Comfort Suites Inn 7200 Fun Center Way File #: D01 -090 Date: 05.31.01 Reviewer: L. Jill Mosqueda, P The City Of Tukwila Public Works Department has the following comments regarding your application for the above permit. Please contact Jill Mosqueda at (206) 433 -0179, if you have any questions regarding the following comments. 1. Please provide an access easement from Parcel 3 to Parcels 1 and 2. 2. Sheet Cl: • Please update the erosion prevention notes to meet the current (1998) King County Surface Water Design Manual. Be sure to include the dates for temporary and permanent stabilization and cover methods installation. 3. Sheet C3 • At the access, provide a stop sign before entering onto Fun Center Way. • At the access, provide handicap ramps at the sidewalk cuts. (enclosure) • Please show the actual location of the Tight pole and service cabinet at the intersection of the access and Fun Center Way. 4. Sheet C4 • For the water supply, show location and size of the water meter. You may wish to include a deduct meter for the irrigation. The City prefers the meters be installed at the property line along the right -of -way. (enclosure) • Provide a valve when making a connection to an 8" tee, for instance at the 8" tee near the turn around CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS CC u� � JU ND CO ul O u_ w 0 U. d U 3 LU • w O 1- wW 4-o w z U Lo. 0 D01 -091 Comfort Suites May 31, 2001 • When water and sewer cross, the water line shall be at least 18" above the sewer line. • Please add the following notes to sheet C4: ✓ "Provide UL central tamper supervision on backflow prevention valves, and post or wall indicating valves." ✓ "Raise valve boxes." This is for the valve boxes at the access. • Please show where the roof drainage goes. 5. Please provide an erosion prevention and sediment control plan. This plan shall include expected significant construction dates and it shall include description and schedule for the permanent stabilization or landscaping. Projects /FFC /Comfort Suites /D01 -091 Comfort Comm #2 -..=._ .......,:i.. _ Page 2 Poggemeyer Design Group, Inc. 512 SIXTH 57REET 5 #202 PHONE: 425/827-5995 KIRKLAND, WA 98033 FAX: 425/828-4850 LETTER OF TRANSMITTAL DATE: April 17, 2002 TO: V3ohn Huish COMPANY: Huish Family Fun Centers, Inc. 7300 Fun Center Way Tukwila, WA 98188 REMARKS: CC: We are forwarding via: This information is sent for: Your information Review Li Response • RE: Family Fun CIVIL 111•11•1111111■10110 O Courier 0 Express Mail O US Mail FA Will Call O Hand-Carried 0 Quantity Name of Item(s) Sheet Nos. ITEMS: 4 Copies Plan Review Response, Revision *3 N/A 4 Copies Driveway Entrance Drawing C-12 #!• By: Jason Hill, Proje. Eng. Li Approval As Requested PDG JOB It: YOUR JOB #: YOUR PHONE #: (425)204 00100 C bokocii RECEIVED CITY OF TUKWILA APR 1 8 2002 RMIT CENTER t April 11, 2002 Ms. L. Jill Mosqueda, P. E., Plan Reviewer City of Tukwila — Public Works Dept. 6300 Southcenter Blvd Tukwila, WA 98188 Dear Ms. Mosqueda: PROJECT: Comfort Suites Inn 7200 Fun Center Way FILE #: D01 -091 Revision #3 04/09/02 Please provide revised plans showing the following: /A POGGf Pr FYER DESIGN! GRC11 JP RECEIVED ;ITY ''if: TUKVJILP APR 18 2002 PERMIT CENTER Following are responses to the City of Tukwila Public Works Project Review Comments of April 9th. 1. This revision includes removal of the sidewalk along one side of the access drive. Planning (Nora Glerloff) and Public Works (Jim Morrow) approved elimination of the one sidewalk. Driveway provides pedestrian access sidewalk on East side only. 2. You must apply for a demolition permit to remove the FFC go -kart track. The contractor will apply for and obtain demolition permit prior to doing work. 3. Please provide a copy of the recorded joint access easement. The joint access easement has been shown on the plan, and will be recorded by the owner prior to completion of the work. This legal action requires processing time and should not be cause for withholding the construction permit since the developer is the owner of the land. This could be made a condition of occupancy. 4. Please refer to the PW Comments dated 07/19/01 for this permit. These issues have been resolved and changes are included in the revised plan, and these comment answers. In particular the following items are noted: • Service Cabinet (Power Supply) • 3 -Box (Power Handhole) • Valve boxes to be adjusted to grade • Street lighting conduits to be maintained • Driveway ramps (changed to new standard RS -9) S. A more complete description for the 12" CMP crossing the drive. What is it for and where does the drainage go? Does the pipe outlet at the base of the wall? Where is the inlet actually supposed to be? This culvert is intended to provide an emergency overflow to the transformers located on concrete pads in the area. The purpose is to prevent this equipment from being inundated in the event the catch basins were to become plugged. The pipe does not convey a drainage flow, and therefore it will remain dry except as stated. 512 Sixth Street South. Suite 202 Kirkland, WA 98033 (425) 827 -5995 Fax (425) 828 -4850 COMFORT SUITES INN RESPONSE TO PLAN REVIEW COMMENTS APRIL 11, 2002 S:YkStN,1tlt�i+:1 6. Handicap ramps in the sidewalk along Fun Center Way, for crossing the access. The design has been changed to the City Standard RS -9 with integral ramp design. 7. J -box and service cabinet for Fun Center Way. The existing 3 -Box will not be disturbed intentionally, however if it is it will be z repaired or replaced in kind at the developer's expense. 8. Joint access easement recording number on the plans. cm it cm The Joint access easement has been shown on the plan, and will be recorded by the Ii v owner prior to completion of the work. This legal action requires processing time and o o should not be cause for withholding the construction permit since the developer is 2 w the owner of the land. This could be made a condition of occupancy. u� w o 9. Additional Notes: • Reinstall, at current location and depth and using matching materials, street lighting conduit co along Fun Center Way that is disturbed. 3 Notation added to plan. z �o w 2 • o 8N o Ir- tu 0 w z r CS /ms • Any changes to the approved Revision #3 require pre - approval from the design engineers Jason Hill and Robert Bourdages (425/827 - 5995). This condition is noted. • All fill and compaction shall meet the recommendations in Tukwila Family Fun Center Proposed New Hotel and Ot79ce Building, prepared by Associated Earth Sciences, Inc., November 15, 2000 and provided in the Outline Specifications provided by Dow Fletcher and Assodates. The same requirement is now stated on the revised plan. Enclosure: Copy of City of Tukwila Public Works Project Review Comments dated April 9, 2002. AESI Geotechnical Letter dated April 10, 2002. PDG 0O100C Page 2 POGGEMEYER DESIGN GROUP, INC. Jason Hill. P. E. POGGEMEYER DESIGN GROUP, INC. rw i% VJ rJt 11.:01M11 1 UhWiLH 1X,UP rw CITY OF T,UKWILA EUBLICAMIS,LeRMECT REVIEW COMMENT Project Name: Comfort Suites Inn 7200 Fun Center Way File #: D01 -091 Revision #3 Date: 04.09.02 Reviewer: L. 3111 Mosqueda, P The Public Works Department has the following comments. Please contact Jill Mosqueda at 206- 433 -0179, if you have any questions. 1. This revision includes removal of the sidewalk along one side of the access drive. Planning (Nora Gierloff), and Public Works (Jim Morrow), approved elimination of the one sidewalk. 2. You must apply for a demolition permit to remove the FFC go -kart track. 3. Provide a copy of the recorded joint access easement. 4. Please refer to the PW Comments dated 07.19.01 for this permit. Please provide revised plans showing the following: 5. A more complete description for the 12" CMP crossing the drive. What is it for and where does the drainage go? Does the pipe outlet at the base of the wall? Where is the inlet actually supposed to be? 6. Handicap ramps in the sidewalk along Fun Center Way, for crossing the access. 7. ) -box and service cabinet for Fun Center Way. Projects /FFC /Rev#3 Comm 1 PI4 4 z O ce "4eS • 4•26 vi r, c APR 09 '02 11:58AM TUKWILADCD'PW 8. Joint access easement recording number on the plans. 9. Additional notes: • Reinstall, at current location and depth and using matching materials, street lighting conduit along Fun Center Way that is disturbed. Projects /FFC/Rev #3 Comm 1 P,3 • Any changes to the approved Revision #3 require preapproval z from the design engineers, Jason Hill and Robert Bourdages (425 - 827 - 5995), x I a • All fill and compaction shall meet the recommendations in o o Tukwila Family Fun Center Proposed New Hotel and Office w w Building, prepared by Associat4ed Earth Sciences, Inc, prepared November 15, 2000 and provided in the Outline la LL wo Specifications provided by Dow Fletcher and Associates. 2 1 up. at. A.uue. 11: tiu Date: Project Name: Project No: Subject: To: Matt Miller, P.E. ` :J O L , j 4 Associated Earth Sciences, Inc. Technical Memorandum April 10. 2002 Comfort Suites Hotel. Tukwila, WA KE 006890 Keystone Wall Design John Huish Chuck Sheilds, Poggemeycr From: Matt Miller, PE Gentlemen, At your request we have review the site plan provided and have designed the Keystone Wall along the west side of the entrance driveway for the hotel. The wall ranges in height from 4 to 7 feet and is directly adjacent to the roadway for a portion of its' length. Therefore there will be a traffic surcharge on the wall. The following specifications should be used in thc installation of the wall: • Wall backfill shall be a free draining granular backfill similar to the wet weather structural fill specified in the geotechnical report prepared by AESI dated November 2000. The reinforced wall backfill shall be compacted to 95% of maximum dry density as per ASTM D:1557 within the full reinforced section. • The base pad for the wall shall consist of a compacted crushed rock or concrete leveling pad. • The block shall be stacked and pinned according to the manufactures specifications. • The reinforcement shall consist of Tensor UX 1400 SB or equivalent. • The soil reinforcement shall be placed every 16 inches for the entire height of the wall beginning 16 inches up from thc base. 16 inches is equal to every 2 blocks of vertical facing if using Keystone block. • The horizontal length of the grid that extends behind the wall shall equal the height of thc wall. (i.e. 6 foot wall height = 6 foot embedment length behind the wall. If you have any further questions please feel free to contact us at 425 -827 -7701. 911 FIFTH AVENUE • SUITE 100 • KIRKLAND, WA 93033 • P:425/827.7701 • F:4251827.5424 uL• uL z ~ • w O 0 ( o � w F • w w 2 5 F w z o • w 0 co O — O r w F S2 u. O ui U O 1— z r April 18, 2002 Dale Sweeney Dow Fletcher and Associates 500 — 108th Street NE, Suite 1150 Bellevue, WA 98004 RE: CORRECTION LETTER #1 — Revision #3 Development Permit Application Number D01 -091 Comfort Suites 7200 Fun Center Way Dear Mr. Sweeney: This letter is to inform you of corrections that must be addressed before Revision #3 to your development permit can be approved. All correction requests from each department must be addressed at the sane time and reflected on your drawings. 1 have enclosed comments from the Public Works Department. At this time, the Building Division, Fire Department and Planning Division have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3670. Sincerely, uktitat4w Brenda Holt Permit Coordinator encl xc: File No. D01 -091 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 Gity of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director April 27, 2001 Alan Miller Dow Fletcher and Associates 500 — 108th Avenue NE, #1150 Bellevue, WA 98004 RE: CORRECTION LETTER #1 Development Permit Application Number D01 -091 Comfort Suites 7200 Fun Center Way Dear Mr. Miller: City of Tukwila. Department of Community Development Steven M. Mullet, Mayor Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division, Planning Division and Public Works Department. At this time, the Fire Department has no comments. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Brenda Holt Permit Coordinator encl xc: File No. D0I -091 doe 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 J.. Project Name: Comfort Suites Inn 7200 Fun Center Way File #: Date: Reviewer: CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS D01 -091 Revision #3 04.09.02 L. Jill Mosqueda, P. The Public Works Department has the following comments. Please contact Jill Mosqueda at 206 -433 -0179, if you have any questions. 1. This revision includes removal of the sidewalk along one side of the access drive. Planning (Nora Gierloff), and Public Works (Jim Morrow), approved elimination of the one sidewalk. 2. You must apply for a demolition permit to remove the FFC go -kart track. 3. Provide a copy of the recorded joint access easement. 4. Please refer to the PW Comments dated 07.19.01 for this permit. Please provide revised plans showing the following: 5. A more complete description for the 12" CMP crossing the drive. What is it for and where does the drainage go? Does the pipe outlet at the base of the wall? Where is the inlet actually supposed to be? 6. Handicap ramps in the sidewalk along Fun Center Way, for crossing the access. 7. J -box and service cabinet for Fun Center Way. Projects /FFC /Rev #3 Comm 1 1 w 8. Joint access easement recording number on the plans. 9. Additional notes: • Reinstall, at current location and depth and using matching materials, street lighting conduit along Fun Center Way that is disturbed. • Any changes to the approved Revision #3 require preapproval from the design engineers, Jason Hill and Robert Bourdages (425 - 827 - 5995). • All fill and compaction shall meet the recommendations in Tukwila Family Fun Center Proposed New Hotel and Office Building, prepared by Associat4ed Earth Sciences, Inc, prepared November 15, 2000 and provided in the Outline Specifications provided by Dow Fletcher and Associates. Projects /FFC /Rev #3 Comm 1 2 Brian Shelton - Re: Draft SCATBd recommendation Page 1 From: "Al Emter" < Allen . Emter@ci.federal- way.wa.us> To: <SaIIy.Marks @METROKC.GOV> Date: 4/9/02 9:34AM Subject: Re: Draft SCATBd recommendation Sally, z The SR 99 corridor project is: Pacific Highway South / International Boulevard Redevelopment South 116th Street to South 356th Street U 0 co o M Tentatively, we are applying for $19,200,000; STP $5,000,000; CMAQ $14,200,000. � w We may switch to all STP or all CMAQ, depending how competitive we feel are application is when uj 0 completed. Should you have any questions, please let me know. Thanks w Al Emter 0 Street Systems Project Engineer 2 ui City of Federal Way 0 253 - 661 -4102 voice 0 N 253- 661 -4129 fax o w allen .emter@ci.federal - way.wa.us u O »> "Marks, Sally" <Sally.Marks@METROKC.GOV> 04/02/02 04:06PM >» tii Z U «aprl6regionalprojects.doc» Sounds like you folks are coming up with a joint project for the SR 99 0 corridor to recommend to SCATBd. I will need to be able to fill in the blanks on this recommendation by next Tuesday (April 9) so I can send it along with the agenda to SCATBd. Could you (or whoever is leading the charge on this) let me know the project description and amount so I can complete this? (Also, someone should be prepared to provide a brief explanation of the project at the April 17 SCATBd meeting.) Thanks for your help. CC: "Cary Roe" <Cary.Roe @ ci.federal- way.wa.us >, "Marwan Salloum" <Marwan .Salloum @ ci.federal- way.wa.us >, "Rick Perez" < Rick .Perez @ci.federal- way.wa.us >, <bshelton @ci.tukwila.wa.us >, <MAndrews @cityofdesmoines.com >, <Peter.Heffernan @ METROKC.GOV>, <dales @seatac.wa.gov> Mai 01 01 02 :OOp 0 DOW....-FLETCHER & ASSOCIATES 425 646 -5904 April 27, 2001 Alan Miller Dow Fletcher and Associates 500 — 108th Avenue IVE, #1150 Bellevue, WA 98004 RE: CORRECTION LETTER #1 Development Permit Application Number DO1 -091 Comfort Suites 7200 Fun Center Way Dear Mr. Miller: This letter is to inform you of corrections that must be addressed before your development permit can be approved. AU correction requests from each department must be addressed at the same time and reflected on your drawings. i have enclosed comments from the Building Division, Planning Division and Public Works Department. At this time, the Fire Department has no comment... The City requires that four (4) ,complete sets of revised plans be resubmitted with the appropriate revision block. if your revision dues nut require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. 'evtt� m evisions must be arlin person and will q ot be aCir&roted throtiy the,mail rr by a messenger service, If you have any questions, please contact me at (206)431-3672. Brenda 1 -bolt Permit Coordinator encl xc: File No. D0t -091 City of Tukwila Department of Community D p. .t 'ayor 6300 Southcenter Bout :ward, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206-431-3665 May 01 01 02:OOp DOWFLETCHER & ASSOCIATES 425- 646 -5904 Partial BUILDING DIVISION REVEIW i Date: April 24, 2001 Project Name: Comfort Suites Hotel Permit Application Application #: D01 - Q91 Plan Review: Ken Nelsen, Plans Examiner A general Building Division plan review has been progress on the subject project. However, a significant issue has come up regarding the basic construction design and materials proposed on the project. Please address the following comment and accompany with revised plans and/or other documentation. The subject hotel has been designed as a type III - 1 hour construction. Under the 1997 edition of the Uniform Building Code, the exterior walls of type Ill construction are required to be of non-combustible materials. The currently design of the hotel exterior walls incorporate fire- treated wood construction. The fire - treated wood construction would not qualify for the non - combustible U.B.C. requirement. This issue must be resolved before any further Building Division plan reviow will continue. No further comments at this time. Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206431 -3670 p. z Z J U U) Q w o a' � u.= co d zo • w D o 8N O I- w w L o ui = O Z May 01 01 02:OOp DOW & ASSOCIATES 425 - 646 -5904 p.4 DATE: April 6, 2001 PROJECT NAME: Comfort Suites Hotel PLAN CHECK NO.: D01 -091 PLANNING DIVISION COMMENTS Plan Reviewer: Contact Nora Gierloff at (206) 431 -3670 if you have any questions regarding the following comments. 1. Please provide information about the colors of the exterior finishes so that compliance with the design review approval can be determined. 2. You will need to apply for and receive two sign permits and a special permission sign area increase before installation of the wall signage may begin. C:1Nors'sFil :s \FA.MILYFU1d01 -09 1. no F L) U O ui w w 0 LL w ILI w no 0,- wW w � U m O Z May 01 01 02:OOp Kra 4.4etr,ktif Project Name: File #: Date: Reviewer: DOW...FLETCHER 84 ASSOCIATES 425_ - 646 -5904 IC WOR S CITY OF TUKWILA O3ECT REVIEW COMME Comfort Suites 7200 Fun Center Way D01 -091 04.26.01 L. 3i11 Mosqueda, P The City Of Tukwila Public Works Department has the regarding your application for the above permit. Please cont ...,zqueda at (206) 433 -0179, if you have any questions regarding the following comments. 1. PW can not approve this permit without an access. Brenda Holt, Permit Coordinator, informed me the access must be approved as part of this permit. Please DO NOT apply for a separate Miscellaneous permit for the access. 4. Please provide location, make, and model # for approved backflow prevention for the fire line and tor the swimming pool. Please refer to the attached cross connection information regarding the fire line backflow installation. 5. Please provide water meter information for the swimming pool and explain how and where the pool will drain. 6. Please explain how the fountain will fill and drain. If the fountain will use City water, please provide location, make and model # for the backflow. Please show the location of the water meter and associated water lines. Projects /Comfort/D01 -091 Comfort Comm #1 1 p.5 t 2. Please provide plan, profile and cross sections for the access. The access shall be level for 70' from the property line to allow for at least one vehicle to sit level vehicle judging traffic on Fun Center Way. s" ' � Ws. ■ n. I.) vt i2 0 . 4 1. 4 ! M UUS • 0.tL€6'i w40 -- Z S Is • • vv.h.x s l , 4 1 Win. 3. Please provide landscape Irrigation plans which provide the location, make, model # for an approved backfiow prevention device and the location, type and size of the water meter for the irrigation. May 01 01 02:OOp Installa A qualif d tappin Swab • I fittings Stand : rd C -601. 04.21.01 Mrster PRINTED 04 /23/01 DOW- ..FLETCHER I ASSOCIATES 425 648-5904 INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS service approved by the Director must install the tap: th a 5 -6% chlorine solution, in accordance with AWWA For ap• - . -- - ins, assemble pipe, fittings, and gate valves at the site. Complete a assembly and ready it for installation before the water in the main is ut -off. Once the water is shut -off, the cut -in shall proceed until the I' - - is restored to service. Installation, once begun shall not hair until completed. 7.4.7 FIRE LINE /HYDRANT EXCEPTIONS Applicant shall make written request for any exception to the following hydrant requirements. INsT4 ATION Size hydrant supply lines to provide the fire -flow required by 1) Appendix III -A of the Uniform Fire Code, Fire Flow Requirements for buildings and 2) the City's Water System Comprehensive Plan. Install all fire hydrants, auxiliary gate valves, and supply lines per City typical detail WS -4. Install fire hydrant feed lines at right angles to the supply main in conformance with the Hydrant Setting Detail. Locate hydrants so they are in plain view for a distance of 50 feet in the line of vehicular approach. The approach line of sight shall be free of shrubs, trees, fences, landscaping, etc. Locate hydrants within 150 feet of the buildi from any perimeter point of the building. Locate public fire hydrants at a maximum spa mains. Leads from the service main to the hydrant s. and not over 50 feet long. NEW INSTALLA S ONS IN THE B : G, R LS r ` CCP-4 i■A • ■J•J I t 4 '-I PIER 7 WATER SUPP � 51‘ I or p.6 File #: Date: Reviewer: CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Project Name: Comfort Suites 7200 Fun Center Way D01 -091 04.26.01 L. Jill Mosqueda, The City Of Tukwila Public Works Department has the following comments regarding your application for the above permit. Please contact Jill Mosqueda at (206) 433 -0179, if you have any questions regarding the following comments. 1. PW can not approve this permit without an access. Brenda Holt, Permit Coordinator, informed me the access must be approved as part of this permit. Please DO NOT apply for a separate Miscellaneous permit for the access. 2. Please provide plan, profile and cross sections for the access. The access shall be level for 20' from the property line to allow for at least one vehicle to sit level vehicle judging traffic on Fun Center Way. rt., r. W ► ctV#. ),o' ws. ■ tt . Tutu, R at t K.5 a l s' wc't'3 -- 2- s'— 16 ', Nw-x s tom tslo. 3. Please provide landscape irrigation plans which provide the location, make, model # for an approved backflow prevention device and the location, type and size of the water meter for the irrigation. 4. Please provide location, make, and model # for approved backflow prevention for the fire line and for the swimming pool. Please refer to the attached cross connection information regarding the fire line backflow installation. 5. Please provide water meter information for the swimming pool and explain how and where the pool will drain. 6. Please explain how the fountain will fill and drain. If the fountain will use City water, please provide location, make and model # for the backflow. Please show the location of the water meter and associated water lines. Projects /Comfort/001 -091 Comfort Comm #1 WHAT A W ABOUT PI Installatio A qualif Swab Stand: NEW INSTALLA ONS IN THE B 04.21.01 Master PRINTED 04/23/01 INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS d tappin I fittings rd C -601. D PIPE service approved by the Director must install the tap. th a 5 -6% chlorine solution, in accordance with AWWA For ap. -• -. -ins, assemble pipe, fittings, and gate valves at the site. Complete a assembly and ready it for installation before the water in the main is ut -off. Once the water is shut -off, the cut -in shall proceed until the I is restored to service. Installation, once begun shall not halt until completed. 7.4.7 FIRE LINE /HYDRANT EXCEPTIONS Applicant shall make written request for any exception to the following hydrant requirements. INSTALLATION Size hydrant supply lines to provide the fire -flow required by 1) Appendix III -A of the Uniform Fire Code, Fire Flow Requirements for buildings and 2) the City's Water System Comprehensive Plan. Install all fire hydrants, auxiliary gate valves, and supply lines per City typical detail WS -4. Install fire hydrant feed lines at right angles to the supply main in conformance with the Hydrant Setting Detail. Locate hydrants so they are in plain view for a distance of 50 feet in the line of vehicular approach. The approach line of sight shall be free of shrubs, trees, fences, landscaping, etc. Locate hydrants within 150 feet of the building and no farther than 300 feet from any perimeter point of the building. Locate public fire hydrants at a maximum spacing of 300 feet along City water mains. Leads from the service main to the hydrant shall be at least 6 inch diameter and not over 50 feet long. • I s • ...��. .• • • •P II • I G R FR TO INSI E BUILDING. 55 CHAPTER 7 WATER SUPPLY • INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS 7.4.8, CROSS CONNECTION CONTROL accordance with Washington State Department of Health guidelines for Group A Public Water Systems, the Director has implemented a cross - connection control program to protect the public water system from contamination via cross connection. The program requires elimination or control of any cross - connection between the distribution system and a consumer's water system by the installation of an approved backflow device (listed in DOH publication #331 -090) commensurate with the degree of hazard. The owner of these devices must provide annual test results to the Department. FIRE SYSTEM DESIGN On new design, the backflow prevention device plans must be stamped, signed and dated by a Level III certificate of competency holder and by a professional engineer registered in Washington State. On a retrofit backflow prevention design, the plans must be stamped, signed and dated by a Level III certificate of competency holder or by a professional engineer registered in Washington State. FIRE SYSTEM INSTALLATION When the backflow prevention device is installed outside the building and underground, the installer must have Level III certificate of competency or a Level U contractor's certificate of competency. If the installer is different than the designer, then the installer must stamp, sign and date the plans, in addition to the designer's stamp, signature and date. For New Connections For new connections the Director requires the installation of backflow protection commensurate with the degree of hazard before water service is provided. Any connection for commercial or industrial accounts shall be evaluated and required to provide premises isolation as defined in WAC 246 - 290 -010 for premises posing a high health cross - connection hazard. For Existing Connections When reviewing a Development Permit, including a Tenant Improvement (TI) application, the Director evaluates the existing service connection per the following criteria: 04.21.01 Master PRINTED 04/23/01 1. If the project includes any alterations to the existing plumbing system, then the entire plumbing system must be brought up to the current standards as set forth in the Uniform Plumbing Code, 56 CHAPTER 7 WATER SUPPLY 7.5 INSPECTION AND APPROVAL In addition to Chapter 2 Inspection and Testing requirements, meet the following. 7.5.1 WATER MAIN TESTING All water mains and appurtenances shall be pressure tested for leakage in accordance with City requirements, after flushing and disinfecting for new and reestablished systems. The water main and appurtenances shall be brought to a hydrostatic pressure of 250 psi, measured at the high point in the line. Water mains require a one -hour test and fire lines require a two - hour test, during which time there cannot be any loss in pressure. Any leaks or imperfections developing under said pressure shall be remedied by the Permitee before final acceptance of the work. No air will be allowed in the line. The main shall be tested between valves or at a maximum distance of 500 feet along the main. 04.21.01 Master PRINTED 04/23/01 INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS including the installation of an approved backflow prevention device. 2. If the project does not include any changes to the existing plumbing system, then such systems lawfully in existence at the time of installation may have their use, maintenance or repair continued if the use, maintenance, or repair is in accordance with the original design and location and no hazard to life, health or property has been created by such plumbing system. The Department reviews high health cross - connection hazard premises as defined in WAC 246 - 290 -490, Table 9, for premises isolation requiring either an Air Gap (AG) or Reduced Pressure Backflow Assembly (RPBA). If any previously unapproved backflow prevention device cannot be upgraded in the same location with an approved backflow prevention device (i.e. fire only systems upgraded from single check valves to double check valves), such limitations must be evaluated by the Director. If the new device is installed at a location downstream from the original device, all pipe must first be approved for potable water use prior to reconnection. The pipe material must be specifically rated for potable water use (no black iron), and the entire length of main to be converted must be thoroughly scoured through the use of a multi - staged pigging process acceptable to the Director. 57 CHAPTER 7 WATER SUPPLY Partial BUILDING DIVISION REVEIW Date: April 24, 2001 Project Name: Comfort Suites Hotel Permit Application Application #: D01 -091 Plan Review: Ken Nelsen, Plans Examiner No further comments at this time. Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206 -431 -3670 A general Building Division plan review has been progress on the subject project. However, a significant issue has come up regarding the basic construction design and materials proposed on the project. Please address the following comment and accompany with revised plans and /or other documentation. The subject hotel has been designed as a type III -1 hour construction. Under the 1997 edition of the Uniform Building Code, the exterior walls of type III construction are required to be of non - combustible materials. The currently design of the hotel exterior walls incorporate fire - treated wood construction. The fire - treated wood construction would not qualify for the non - combustible U.B.C. requirement. This issue must be resolved before any further Building Division plan review will continue. DOW FLETCHER & ASSOCI -TES 500 108th NE, Suite 1150 Bellevue, WA 98004 Fax (425) 646 -5904 PROJECT: Comfort Suites, Tukwila, WA TO: City of Tukwila, Bldg Dept 6300 Southcenter Boulevard Tukwila, WA 98188 ATTN: Brenda Holt WE TRANSMIT: Attached Per your request x THE FOLLOWING: Plans Specifications Change Order x COPIES 2 x THESE ARE BEING SENT: For approval For your use As requested For review & comment Other REMARKS: TRANSMITTAL COPY TO: Shane Huish, Dick H, Steve G John M, Gary F Rick D, Robert D, Doug H Phone (425) 454 -0029 160•TRN- 01(KCPHplans).xls, 04/04/2001, 12:20 PM 206 - 431 -3670 DATE 03/08/01 04/03/01 REV. NO. p DESCRIPTION Plan Shts #CS -1.1, PS -1.1, and A -1.1 with KC Dept of Public Health Approval Stam KCDPH Approval Letter (with enclosures) x Under separate cover 1 x 'Via Deliver Other x Shop drawings Copy of letter Other Approved as submitted Approved as noted Returned for corrections Revise & resubmit Please notify us at once, if the enclosures are not as noted, thank you. SENT BY: Alan Miller, Architect 425 -456 -3608 TRANSMITTAL LETTER JOB NO. 160 DATE: 04/04/2001 FAX: 206 -431 -3665 Samples Proposal For Bid l • s• ublic Health Seattle & King County HEALTHY PEOPLE. HEALTHY COMMUNITIES. Alonzo L. Plough, Ph.D., MPH, Director April 3, 2001 Comfort Suites Hotel 7200 Fun Center Way Tukwila, WA 98188 RE: COMFORT SUITES HOTEL 7200 FUN CENTER WAY TUKWILA, WA 98188 Dear Mr. Huish: We have approved the plans for your food service establishment. Your establishment has been assigned the following business identification number (SR #1016060). Please use this SR# in all future contact with us. Before you open for business. you must complete the enclosed application for a permit and return with the correct fee of ($60.00) for a (6370) permit. If you open before you obtain your permit, your permit fee will be double. Before you open you need to schedule a pre - operational inspection by the Health Department. Although your application for a food service establishment permit from Public Health Seattle and King County will be approved during this inspection, you may need to obtain additional permits or approvals from other agencies. It is the responsibility of the food service establishment operator /owner to obtain all necessary permits and approvals. Operating the establishment without these required permits or approvals may subject you to legal action by the appropriate agencies. If you open without health inspection, you may be closed. Once your plumbing permit has been finalized, contact me at (206) 205 -1903 to schedule the pre - operational inspection. Failed pre - operational inspections will require a $100.00 fee for a repeat inspection. Be sure all other business inspections are done (plumbing, building, etc.) before you call for your Health Department inspection. Sincerely, t,L t i Mike Milbach Plans Examiner MM:mh Enclosure Alder Square Environmental Health Services 1404 Central Avenue South, Suite 101 • Kent, WA 98032 T (2061296-4708 or (206) 296 -4666 F (206) 296.0163 • wvr•r metrokc gov /health CT of of Seattle � King County Paul Scheil, tla,or Ron S Executwe , 0 e , Reid iddleton April 16, 2001 File No. 26 -01- 005 - 007 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Comfort Suites, Permit File No. D01 -091 Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. A copy of this letter was forwarded to the project contact for your convenience. General � f?�d"xtLYt�'rxvx�' �ai� 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. The soil coefficient of friction, Foundation Note 1, Sheet S 1, should be changed from 0.35 to 0.30 per the geotechnical report, dated November 15, 2000, page 14. 3. The maximum aggregate size should be specified at Concrete Note 1, Sheet Si. The air entrainment limits may need to be revised per UBC Section 1904.2.1 and Table 19 -A -1. A maximum size is assumed to be 1 inch per Post - tensioned Concrete Note 2. Air entrainment limits would be 3 to 6 percent for 1 -inch aggregate. The specified limits indicate a maximum 2 -inch aggregate size. 4. ASTM C57 should be deleted at Post - tensioned Concrete Note, 2, Sheet S 1. It was discontinued in 1990 and there is no replacement. Commuvn rY Di VE Washington Oregon Alaska 4 25- 74 —5) Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Duane Griffin City of Tukwila April 16, 2001 File No. 26 -01- 005- 007 -01 Page 2 5. Reference to UBC Section 2312 should be deleted at Glued - laminated Timber Note 3, Sheet Si. Section 2312 contains provisions for floor and roof sheathing. 6. The notes for Inspections and Special Inspections, Sheet S 1, should be coordinated and consolidated, eliminating redundancies and ambiguities, and enabling review. References to Renton should be changed to Tukwila. References for special inspection should be changed from UBC Section 108 to 1701. Section 108 contains provisions for municipal inspections. Concrete masonry is not proposed for this project. Auger -cast piles rather than footing will be installed. 7. Portions of the design have been deferred until after permit issuance. The structural Engineer of Record is responsible for reviewing all structural deferred submittals per UBC Sections 106.3.4.1 and 106.3.4.2. Notes to this effect arc provided on Sheet S I for the wood trusses and holdown system. A similar note should be added to Sheet S 1 for the pool roof, noted on Sheet S5. 8. 3 -1/2 x 11 -7/8 LSL beams are proposed at the corridor walls, Sheets S6 and S7. Their grade should be specified on Sheet S I as is done for LVL and PSL beams. 9. Concrete strength should be increased to 5,000 psi at Post - tensioned Concrete Note 2 as indicated in Volume 11 of the calculations. Foundations 10. References to other details at Detail 24/S9 should be revised from S7 to S9. 11. Details should be provided that specify the design for reinforcing at the first floor concrete shear walls, including the support of shear and tension forces as indicated in the calculations, pages L21 -L25 and F3 -F9. 12. Several references to Sheet S9 details are apparently missing from Sheets S3 and S4, and should be added to enable review of the drawings (i.e., Details 1, 6, 18, 29, and 30). This should also generally be done for the details on Sheet S 10. Reference to Detail 16/S9 at Grid J.2/13, is unclear. Such a detail does not exist. r- j AT, ?r:7,X'n�.t:'n:xa /•< - ; .c �•�, ;:y� +� y., Reid iddletee Mr. Duane Griffin City of Tukwila April 16, 2001 File No. 26 -01- 005- 007 -01 Page 3 13. The spiral reinforcing in the upper flexural /tension zone of the concrete piles should be increased in area and decreased in spacing per WSBC Sections 1910.9.3 and 1907.10.4.3, respectively. 14. Tendon spacing should be specified at Grid E -F /2 -11.5 and E- F/17 -25, Sheet S3, to enable review. Vertical 15. The post support for the 5 -1/8x9 glued - laminated beams at the corridor walls, Sheet S8, should be specified to enable review. It appears that a single 2x6 HF Stud bearing stud will not provide adequate capacity at the bottom plate below. 16. Reference to Detail 10 /S 12, Grid 4, Sheet S8, should be clarified. It is for the second floor, not the roof. 17. Reference to Detail 4/S12, Grid F/15.5, Sheet S7, should be clarified. It is for a TS column and strut, but this is not proposed on Sheet S7. 18. The connection of the W24x76 to W24x84 beam, Grid B13, Sheet S5, is unclear. Detail 14/S11 is for the connection of wood joists to a steel beam. 19. The welds at Detail 20 /S 12 between the double L4x3x1/4 and the supported steel beam should be specified in order to verify the capacity of the connection. 20. The W24x84 beam, Grid B/12 -14, Sheet S5, does not appear to be structurally adequate to support the vertical forces from the exterior wall and roof above, and the reaction from the W24x76 beam at Grid 13. Please submit calculations to verify capacity. 21. The W16x26 beam, Grid B /8, Sheet S5, does not appear to be structurally adequate to support the vertical forces from the exterior wall and roof above, and the reaction from the W24x76 beam at Grid 8. Please submit calculations to verify capacity. 22. The connections of the steel beams to the steel tube columns, Grids 7/F.5 and 10F.3, Sheet S5, are unclear. Detail 24/S10 is for slab construction joints, and Detail 4/S 12 is for steel tube struts. Reid iddteton Lateral Mr. Duane Griffin City of Tukwila April 16. 2001 File No. 26 -01- 005- 007 -01 Page 4 23. The vertical support of the corridor floor at Grids E and F, between Grids 4 -7 and 14 -26, Sheet S5, appears to be questionable. The upper corridor floors are supported by a combination of corridor bearing walls and 3 1/2 x 11 7/8 LSL beams at the corridor wall recesses. Continuous horizontal steel tubes are proposed at the second floor. Vertical supports are not proposed on Sheet S4 at these areas. Please comment on the ability of the horizontal steel tubes to provide vertical support for the corridor floor in combination with the lateral support also intended for them. Supporting calculations should also be submitted. 24. The interior bearing wall studs at the party and corridor walls apparently lack the structural capacity to support bearing wall loads at the first floor. Note that the floor -floor height at the first floor is 13' 10 3/8" per the architectural drawings, and pages PC2 -PC 15 of the calculations do not consider interior bearing wall loads with 2x4 HF Stud type wall studs at first floor stud heights. Calculations should address this. 25. The methods of connection for the transfer of lateral forces from the roof diaphragm to the shear walls below should be specified at Detail 12 /S 12. The design information appears to be contained in Detail 13 /S I2, but Detail 12/S12 does not specify this. 26. A connection to support the tensile force at the line of the top plate of the exterior wall, as a result of the support of wind forces against the parapet wall above, should be specified at Detail 12 /S 12. Apparently, A35 framing anchors between the parapet wall studs and the top plate are intended per page FR69 of the calculations. 27. The welds between the connection plates at the supported steel tubes, and the supporting steel tube, Detail 4/S12, should be specified in order to verify lateral capacity. 28. The lateral support system for the porte cochere, Section 9/S 13, most closely resembles a cantilevered column system per WSBC Section 1629.6.6. A revision to the structural analysis using an R- factor of 2.2 per WSBC Table 16- N should be considered. Reid iddleton Mr. Duane Griffin City of Tukwila April 16, 2001 File No. 26 -01- 005- 007 -01 Page 5 29. Details 9 and 16 /S 12 depict the transfer of east -west lateral forces from the roof diaphragm to the corridor shear walls. The design forces at the shear walls are 470 -520 plf per page 10 of the calculations. But the transfer is accomplished by alternate blocking panels, each with a design capacity of 400 pounds (200 plf). A revised design is apparently needed. Drag struts may also be needed to transfer diaphragm forces to the individual shear walls. 30. The fourth floor diaphragm transfers lateral forces of approximately 500 plf, as indicated on page L11 of the calculations, to the east -west corridor shear walls below. The lateral capacity of the fourth floor diaphragm is substantially less than the indicated lateral load transfer. Drag struts would appear to be needed per WSBC Section 1633.2.6. Their design strengths need to resist the loads determined by WSBC Section 1612.4. Calculations should address load transfer at the locations noted above, as well as other pertinent locations. 31. The steel tube strut system at the second floor, Sheet S5, generally serves to transfer lateral forces from the second floor and above to concrete shear walls at the first floor, while also providing vertical support for the corridor floor. As seismic collectors, they need to be designed per WSBC Section 1633.2.6, including provision for required design strengths to resist the loads determined by WSBC Section 1612.4. Calculations should address this combined loading, both at the members and their connections, per WSBC Section 2316 and AF &PA NDS Section 3.9.1 (i.e., Details 1 and 3/S 12). 32. The Shear Wall Schedule, Sheet S13, should be revised as follows: • The sizes of blocking should be specified in Note 1. Where abutting panel edges occur at blocking, the size should be specified as 3x or 2 -2x in width in the same manner as specified for wood studs in Note 8, per Footnote 3, WSBC Table 23- I1 -I -1. • A note should be added that wood structural edge nailing shall be staggered where the allowable shear values exceed 350 plf, per Footnote 3, WSBC Table 23- II -I -1. • A note should be added specifying that a steel plate washer, minimum 2 -inch square and 3/16-inch thick, shall be installed under the nut of each sill plate bolt per WSBC Section 1806.6.1.2. Reid iddleton r Mr. Duane Griffin City of Tukwila April 16, 2001 File No. 26 -01- 005 -007 -01 Page 6 • The panel edge nailing at shear wall Type C, third floor, should be changed to 3 inches o.c. per page L28 of the calculations. Note that shear walls 106 and 119 have design shear forces of 558 plf per page L17 of the calculations. 33. The second floor shear walls at the east -west corridor walls should be specified on Sheet S5 as indicated on page L12 the calculations. co u. 34. The locations of the holdown systems at shear walls that terminate above the w 0 first floor should be specified on Sheet S5, and other sheets as needed, similar to that shown on Sheet S4. Holdowns arc generally needed at these shear walls as indicated on pages L10 -L12 and L16 -L18 of the calculations. ar 35. The surface for the attachment of the 1-12.5 tics at the roof, Detail 11/S12, z should be specified. The 2x ledger is generally not wide enough, necessitating O the wall studs being aligned with the blocking between the trusses to j accommodate installation. v N � 36. The determination of the seismic dead load, page L3 of the calculations, W apparently does not include the weight of the roof over the pool area. Calculations should include this weight per WSBC Section 1630.1.1. u.. z Additional shear wails may be needed. 0 37. The type of wood stud shear wall at Grid 20, F-11, Sheets S6 and S7, is unclear. z It appears to be Type 0, but such a design is not found in the Shear Wall Schedule, Sheet S13. 38. The second floor shear wall should be specified at Grid 18 /F -I, Sheet S5, as indicated on page L18 of the calculations. Due to the lack of a shear wail at the same location on the first floor below, a drag strut is apparently needed to transfer lateral forces to the first floor shear wall at Grid 18 /B -E per page L19 of the calculations. It should be designed per WSBC Section 1633.2.6, including provision for required design strengths to resist the loads determined by WSBC Section 1612.4. Calculations should address this. 39. Second floor shear walls in the north -south direction should be specified at Grids 7- 14 /B -I, Sheet S5, as indicated on page L18 of the calculations, walls 107 -110 and 120 -124. Reid iddleton rt w U 00 C0O Mr. Duane Griffin City of Tukwila April 16, 2001 File No. 26 -01- 005- 007 -01 Page 7 40. The second floor diaphragm apparently lacks the lateral capacity to support the design forces being transferred from the second 'floor shear walls between Grids 7 and 14, to the first floor concrete shear walls at Grids 7, 11, and 15. Blocked diaphragms may be needed, especially near the concrete walls and between Grids 11 and 14 due to the openings in the diaphragm. Flat 2x4 horizontal blocking at unblocked panel edges is proposed between Grids 5 and 18 on Sheet S5, but fasteners are not proposed. Note that page L38 of the calculations specifies edge nailing at 2 -1/2 inches o.c. and framing members 3x in nominal width. However, the proposed TJI /PRO 150 floor joists provide only a 2x nominal width. 41. The steel wide -flange beams and steel tubes along Grids 7 -15, Sheet S5, transfer substantial lateral forces to the first floor concrete shear walls by acting as collectors. The design for the transfer of the forces is unclear at several locations, as described below: • A detail should be provided for the steel beam -beam connection at the steel tube column support, Grids 7/F.5 and 11 /F.S. Note that Detail 16/S11 is for a steel beam that continues over a steel tube support. • The steel tubes at Grid E/11 transfer substantial lateral forces in the east - west direction as well as the north -south direction. Detail 1 /S12 appears to accommodate the steel tube at Grid 11, but it is unclear how the steel tubes at Grid E will be connected for force transfer. • Grids E/9, F /7, F9, F/I 1, F /12, and F /14 present differing combinations of steel wide -flange beams and steel tubes. Detail 3/S 12 partially addresses these conditions, but it is unclear how the additional steel wide -flange beams and/or steel tubes at each condition will be connected for force transfer. 42. The 5 1/8 x 12 glued - laminated beams, Grids I2 /D.5 -E and 14 /D.5 -E, participate in transferring forces from the second floor shear walls above to the first floor concrete shear walls at Grids 11 and 15. The shear walls above, in both cases, end at Grid D.5, and shear walls are not proposed at the first floor below per Sheet S4. A design for the transfer mechanism should be added to the drawings. It should be designed as a seismic collector per WSBC Section 1633.2.6, including provision for required design strengths to resist the loads determined by WSBC Section 1612.4. Reid iddleten • Mr. Duane Griffin City of Tukwila April 16, 2001 File No. 26 -01- 005- 007 -01 Page 8 Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the State of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Philip . Brazil, P.E., S.E. Senior Structural Engineer bjr \26se \planrevw \tukwila \01 \007r 1.doc \prb cc: Alan Miller, Dow Fletcher and Associates Reid iddleton LEGAL DESCRIPTION COMFORT SUITES, TUKWILA WA ADJUSTED PARCEL 2: Z THAT PORTION OF THE WEST HALF OF SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST OF THE WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: r w 00 cn 0 w u. w 0 tgt N w O LU w 0 0- 0 wui U. O it z r COMMENCING AT THE INTERSECTION OF THE 2M —UNE OF PRIMARY STATE HIGHWAY NO. 1, GREEN RIVER INTERCHANGE, ALL AS CONVEYED TO OR CONDEMNED BY THE STATE OF WASHINGTON BY DEEDS RECORDED UNDER KING COUNTY RECORDING NOS. 5499612, 5507291, 5510773, 5503778, 5536582, AND PROCEEDINGS UNDER KING COUNTY SUPERIOR COURT CAUSE NO. 596089, STA POC (2M) 134 +28.56, WITH THE A —UNE, STA POT (A) 102 +82.12, AS SHOWN ON THAT CERTAIN MAP ON FILE WITH THE STATE OF WASHINGTON DEPARTMENT OF TRANSPORTATION LABELED SR 405 GREEN RIVER INTERCHANGE RIGHT OF WAY STA 99 +00 TO STA 120 +00, SHEET 2 OF 2, APPROVAL DATE OF JANUARY 30, 1962, WITH LAST REVISION DATE OF DECEMBER 31, 1992; THENCE NORTH 4730'02' EAST ALONG THE CENTERUNE OF SAID A —UNE, 88.55 FEET TO STA 103 +70.67 OF SAID A —UNE; THENCE NORTH 4729'58' WEST, 60.00 FEET TO A POINT ON THE NORTHERLY RIGHT OF WAY OF SAID PRIMARY STATE HIGHWAY NO. 1, SAID POINT BEING THE BEGINNING OF A CURVE CONCAVE TO THE SOUTH, THE RADIUS POINT OF WHICH BEARS SOUTH 4729'58' EAST, 163.00 FEET DISTANT; THENCE NORTHERLY, EASTERLY, AND SOUTHERLY ALONG SAID RIGHT OF WAY ON THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 64'48'29' A DISTANCE OF 184.37 FEET, TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID NORTHERLY RIGHT OF WAY UNE ON SAID CURVE THROUGH A CENTRAL ANGLE OF 22"45'54' AN ARC DISTANCE OF 64.76 FEET; THENCE LEAVING SAID .NORTHERLY RIGHT OF WAY AND BEARING NORTH 24'09'32' EAST, 41.99 FEET; THENCE NORTH 65'34'09" EAST, 149.44 FEET; THENCE NORTH • 54'43'56" EAST, 207.60 FEET; THENCE NORTH 33'14'15" WEST, 25.64 FEET; THENCE NORTH 53'52'52" EAST, 93.41 FEET; THENCE NORTH 1703'48" EAST, 53.44 FEET; THENCE NORTH 1749'32' WEST, 49.22 FEET; THENCE NORTH 48'58'55' WEST, 20.06 FEET; THENCE NORTH 20'08'22' WEST, 44.35 FEET; THENCE SOUTH 69'51'38" WEST, 24.62 FEET; THENCE NORTH 1722'51' WEST, 105.07 FEET TO A POINT OF THE ORDINARY HIGH WATER UNE OF THE GREEN (WHITE) RIVER, AS IT WAS MAPPED BY BARGHAUSEN CONSULTING ENGINEERS, INC. ON AUGUST 11, 1997; THENCE ALONG THE ORDINARY HIGH WATER LINE OF SAID RIVER THE FOLLOWING COURSES AND DISTANCES: SOUTH 7730'OO" WEST, 3.45 FEET; THENCE SOUTH 72'00'00" WEST, 80.00 FEET; THENCE SOUTH 71'30'00" WEST, 55.00 FEET; THENCE SOUTH 79'20'00' WEST, 70.00 FEET; THENCE SOUTH 69'00'00" WEST, 65.00 FEET; THENCE SOUTH 66'40'00" WEST, 55.00 FEET; THENCE SOUTH 70'00'00' WEST, 15.94 FEET; THENCE LAVING SAID ORDINARY HIGH WATER UNE AND BEARING SOUTH 22'01'42' WEST, 229.49 FEET; THENCE SOUTH 22'58'18 EAST, 166.10 FEET; THENCE SOUTH 64'48'08' EAST, 5.90 FEET; THENCE SOUTH 21 WEST, 38.16 FEET TO THE POINT OF BEGINNING. 160LegalDes30901.doc, 03/09/2001 DOW FLETCHER and ASSOCIATES Page 1 of 1 COPIES DATE REV. NO. DESCRIPTION 5 03119/01 03127/01 Architectural Plans (33shts) 5 03108/01 ... Structural Plans (13shts) 5 03/13101 ... Landscape Plan (lsht) 5 03/13/01 ... Civil Plans (9shts) 5 02109/01 03/26/01 Specs (164pgs) 1 03/28/01 ... Bldg Permit Application form 2 03/09/01 ... Legal Description 2 03/16/01 ... Kin! Count Health De • t Plan Review Race' • UChock 1 03/28/01 Access Letter from Owner DOW FLETCHER & ASSOC* 'TES 500 108th NE, Suite 1150 Bellevue, WA 98004 Fax (425) 646 -5904 PROJECT: Comfort Suites, Tukwila, WA TO: City of Tukwila, Bldg Dept 6300 Southcenter Boulevard Tukwila, WA 98188 ATTN: Brenda Holt WE TRANSMIT: Attached Per your request x THE FOLLOWING: Plans Specifications Change Order x x Phone (425) 454 -0029 THESE ARE BEING SENT: x For approval For your use As requested For review & comment Other REMARKS: TRANSMITTAL COPY TO: Shane Huish, Dick H, Steve G John M, Gary F Rick D, Robert D, Doug H Jason H, Cliff C 160- TRN- 01(BldgPermit).xls, 03/28/2001, 1:11 PM 206 - 431 -3670 Under separate cover ( x 'Via Deliver Other x Shop drawings Copy of letter Other Approved as submitted Approved as noted Returned for corrections Revise & resubmit SENT BY: Alan Miller, Architect 425 -456 -3608 TRANSMITTAL LETTER JOB NO. 160 DATE: 03/28/2001 FAX: 206 -431 -3665 Samples Proposal For Bid (with enclosures) Please notify us at once, if the enclosures are not as noted, thank you. a March 28, 2001 To: City of Tukwila Building Department From: Family Fun Center Subject: Comfort Suite Hotel We are submitting the subject project plans and specs for building permit application with the understanding that access to the site is in question. We understand that if access is not granted by the state the plan review fee is non - refundable. /300 FUN CENTER WAY TUKWILA WA 98188 (425) 228-7300 FAX 425) 228-7400 ww w.fun- center.c Fair and Honest Dealing Entertainment Clean Wholesome Safety y ome Ente for and 'P , h Cant for G improvement and Gro Lions Constant rv1 Surpass Expects o Guest 5e March 30, 2001 Dear Mr. Miller: Sincerely, Brenda Holt Permit Coordinator File: D01 -091 Alan Miller Dow Fletcher and Associates 500 — 108th Avenue NE, #1150 Bellevue, WA 98004 City of Tukwila If you have any questions, please contact me at the City of Tukwila Permit Center at (206)431 -3672. This letter is to inform you that your permit application received at the City of Tukwila Permit Center on March 28, 2001, was reviewed at the March 30, 2001, plan review meeting. Your application has now been determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. RE: Letter of Complete Application Development Permit Application Number 001 -091 Comfort Suites 7200 Fun Center Way Department of Community Development Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206 - 431 -3665 March 30, 2001 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Comfort Suites — (DO1 -091) Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, Brenda Holt, Permit Coordinator enci xe: Permit File No. D01 -091 Cizy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 20020417000774 Document Title(s) (or transactions contained therein): (all areas applicable to your document must be filled in) Reference Number(s) of Documents assigned or released: Additional reference #'s on page of document Grantor(s) (Last name first, then first name and initials CI Additional names on page of document. PERMIT CENTER Grantee(s) (Last name fast, then first name and initials) Additional document. names on page of I. description (abbreviated: i.e. lot, block, plat or section, township, range) , Additional legal is on page ''l "''. of document. Assessor's Property Tax Parcel/Account Number Assessor Tax # not yet assigned The Auditor/Recorder will rely on the information provided on the form. The staff will not read the document to verify the accuracy or completeness of the indexing information provided herein. Return Address: Please print or type in[ormatlon WASHINGTON STATE RECORDER'S Cover Sheet (Rcw 65.04) Dol - 091 RECORDING REQUESTED BY, ) AND WHEN RECORDED MAIL TO: ) ) HIGGS, FLETCHER & MACK LLP ) z Attn: J. Tim Konold, Esq. ) 401 West A Street, Suite 2600 ) W San Diego, CA 92101 -7910 ) I � THE ABOVE SPACE FOR RECORDER'S USE ONLY ,n O tf COVENANTS, CONDITIONS, RESTRICTIONS AND RECIPROCAL EASEN1ENT AND GRADING AGREEMENT w 0 These COVENANTS, CONDITIONS, RESTRICTIONS AND RECIPROCAL EASEMENT w 3 AND GRADING AGREEMENT ("REA") are created as of , 2001, by 111 WISH FAMILY FUN CENTERS, INC., a Washington corporation (the Owner of Parcel 1) z ("HFFC"), H2HOTEL LLC, a Washington limited liability company (the Owrier of Parcel 2) ("H2H") and FAMILY FUN CENTERS TUKWILA, ILC, a Washington limited liability company (the Owner of Parcel 3) ("FITT"). HFFC, H2H and FFCT are herein collectively o referred to as "DECLARANTS", with reference to the following: 0 — ui RECITALS A. As of the date of this REA, Declarants are the Owners of three parcels of real ill co property located in Tukwila, Washington ("City") more particularly described in Exhibit "A" attached hereto. Parcel I of Boundary Line Adjustment No. L98-0028 is herein referred to as "Parcel 1" and is owned by HFFC; Parcel 2 of Boundary Line Adjustment No. L98-0028 is herein referred to as "Parcel 2" and is owned by H2H; and Parcel 3 of Boundary Line Adjustrnent No. L98-0028 is herein referred to as "Parcel 3" and is owned by FFCT. Parcel 1, Parcel 2 and Parcel 3 are collectively referred to herein as the "Parcels". Declarants intend to hold, develop, finance, lease and/or convey the Parcels subject to this REA. B. Declarants desire, pursuant to the terms of this REA, to (i) create certain temporary and permanent easements over, across and through the Parcels; (ii) provide for construction of certain driveway improvements on Parcel 2 and Parcel 3 for the benefit of Parcel 1 and Parcel 2; (iii) allocate certain costs and obligations as herein set forth; and (iv) impose certain use restrictions upon the Parcels. C. Declarants intend that this REA shall be binding upon the Owners of the Parcels and their successors and assigns and shall run with, burden and benefit the Parcels until terminated in accordance with Section 8, below. DEFINED TERMS t As used in this REA, the following terms shall have the definitions indicated: "Benefited Parcel" means, with respect to the easements created herein, the Parcel(s) z benefited by such easements. ce t ` w "Bike Path" means the 12' bike /pedestrian path along the northerly portion of the Parcels o at the approximate location shown on Exhibit "C ", which shall be dedicated to the City and/or o p Kings County for public use. j_ -.4 "Bio- Swale" means the Bio -Swale system to be constructed and maintained on Parcel 1 N u_ for the use and benefit of all Parcels as part of the storm drain system. w o c% "Boundary Wall" means the masonry wall constructed or to be constructed by the a- C Owner of Parcel 3 along portions of the boundary line between Parcel 2 and 3 and to be N a maintained in accordance with Section 6. z w z� �o "Burdened Parcel" means, with respect to each easement created herein, the Parcel(s) w w across, through, over or under which such easement runs. v o _ "City" means the City of Tukwila, County of King, State of Washington. ww "Declarants" means HFFC, H2H and FFCT and their successors and assigns to whom u- ~o each may assign its rights as a Declarant hereunder. . z �N "Driveway" means the driveway area depicted on Exhibit "B" attached hereto. z "Driveway Easement" means the easement for ingress, egress and construction across the Driveway in accordance with Section 1.1. "Driveway Improvements" means finish grading and construction of curbs, gutters, sidewalks, medians, pavement, street lights, slopes, storm drains, irrigation, landscaping, temporary erosion control and such other improvements as are required by the City or other public agency for construction and use of the Driveway as access to Parcel 1 and Parcel 2. The Driveway Improvements shall also include all interfacing with Fun Center Way including, without limitation, relocation of any utility and light poles, lines, vaults and installation of any signalization required by the City or otherwise necessary to construct and maintain the Driveway. "Fair Share" means, as to any Utility Improvement or service, the relative benefit derived by each Owner from any such Utility Improvement. If the City has assigned "Equivalent Dwelling Unit" or other use designations to the permitted uses of each Parcel, the Owners shall be bound by such determinations. If the City has not made such designations, the Owners shall in good faith attempt to agree upon Fair Share percentages and, if they are unable to do so, any dispute shall be resolved in accordance with the arbitration provisions in Section 9.13. 3 "Grading and Improvement Plans" means those certain plans (consisting of 7 pages) for grading and utility improvements prepared by Barghausen Consulting Engineers, Inc., dated August 27, 1998. z "Improving Party" means the Owner of a Parcel which, pursuant to the terms of this REA, installs or maintains improvements as to which it is (i) entitled to partial or full it 2 £,• reimbursement from the Owner(s) of other Parcel(s) and/or (ii) owes duties of indemnity, t , insurance or other protections under the terms of this REA. o o 0 co w o "Owner" shall refer to an owner of a Parcel and "Owners" shall refer, collectively, to the u) L = owners of all three Parcels. w 0 "Reimbursing Party" means the Owner(s) of a Parcel(s) which, pursuant to the terms of this REA, is obligated to partially or fully reimburse an Improving Party for the installation or maintenance of improvements under the terms of this REA. w 0 Z jE N OW THEREFORE, Declarants declare as follows: g 0 w C� w 1. Driveway Easement/Construction and Maintenance of Driveway Improvements. v Q N 1.1 Driveway Easement and Construction of Improvements. Parcel 1 is w declared to have a perpetual non - exclusive easement for, ingress, egress and maintenance and a temporary construction easement over and across those portions of Parcel 2 and Parcel 3 depicted "-- o on Exhibit "B" attached hereto. Parcel 2 is declared to have a perpetual non - exclusive easement v to for ingress, egress and maintenance and a temporary construction easement over and across that p•. portion of Parcel 3 depicted on Exhibit "B" attached hereto. The Driveway Easement will be z improved in accordance with improvement plans reasonably approved in writing by the Owners of all Parcels and the City. The Driveway will provide vehicular and pedestrian access to and from Fun Center Way to Parcel 1 and Parcel 2. It is anticipated the Owner of Parcel 2 will be the Improving Party as to the Driveway Improvements. If, however, the Driveway Improvements have not been installed at such time as the Owner of Parcel 1 is prepared to proceed with development of Parcel 1, Parcel 1 is hereby declared to have a temporary construction easement over, under and across the Driveway for installation and construction of the Driveway Improvements. 1.2 Allocation of Costs of Driveway Improvements. 1.2.1 If the Owner of Parcel 2 is the Improving Party, the Owner of Parcel 1 shall be the Reimbursing Party and shall, within thirty (30) days of its receipt of a written invoice therefor, reimburse the Owner of Parcel 2 for one -half (1/2) of the costs of all material, labor, plans, specifications, studies and permits necessary for installation of the Driveway Improvements ( "Driveway Improvement Costs "); provided, however, if HFFC is, at the time of such request for reimbursement, the Owner of Parcel 1, such reimbursement shall not be due until thirty (30) days after the conveyance of Parcel 1 by HFFC to a third party. 1.2.2 If the Owner of Parcel 1 is the Improving Party, the Owner of Parcel 2 shall be the Reimbursing Party and shall, within thirty (30) days of its receipt of a written invoice therefor, reimburse the Owner of Parcel 1 for one half (1/2) of the Driveway Improvement Costs. z 1.3 Maintenance of Driveway Improvements. The Improving Party re constructing the Driveway Improvements shall pay one hundred percent (100 %) of the costs of maintaining the Driveway Improvements until such time as the Reimbursing Party obtains a o building permit for construction of improvements upon its Parcel. From and after the date of cn w i 11J I ssuance of such building permit for construction of improvements on the Reimbursing Party's i --- r„{ Parcel the costs of maintaining the Driveway Improvements shall be shared fifty -fi (50/50) by w fty 0 the Owners of Parcel 1 and Parcel 2. The Owner of Parcel 2 shall be responsible for maintaining 2 the Driveway Improvements, subject to reimbursement rights as provided herein. If the Owner g Gv of Parcel 2 fails to perform its maintenance obligations, the Owner of Parcel 1 may maintain the cn Driveway, and shall be entitled to such reimbursements as provided above. Prior to incurring w e any expense in excess of one thousand dollars ($1,000) in connection therewith, the Improving z Party with respect to the maintenance work shall give written notice of such plans to the Reimbursing Party describing the nature and extent of the proposed maintenance together with a written estimate or bid from a contractor engaged to perform such maintenance. The o o Reimbursing Party shall reasonably approve or disapprove such maintenance in writing within o ten (10) days of receipt of such notice. Failure to timely respond shall constitute approval of w w such proposed maintenance work. If such proposed work is not approved and the parties cannot resolve the matter between themselves, either party may commence arbitration proceedings in U' O accordance with Section 9.13, below. ui N U � 2. Utility Easements. In accordance with the Grading and Improvement Plans, z certain storm drains, water lines, electrical, cable T.V., telephone, natural gas, sewer and other utility improvements will be constructed and installed on, under and through the Parcels. The dimensions of the Utility Easements shall be the minimum required by the City for the construction and maintenance of each Utility Improvement. Declarants reserve the right to amend this REA and insert the specific location and dimensions of the Utility Easements when the same have been determined. Each Parcel is hereby declared to be subject to non - exclusive perpetual easements ( "Utility Easements ") for the use and benefit of the Benefited Parcels for installation and maintenance of sewer, water, electrical, gas, telephone, cable T.V., and coaxial cable improvements serving its Parcel ( "Utility Improvements ") as follows: 2.1 Storm Drain. Parcel 3 shall have a non - exclusive perpetual for construction, installation and maintenance of a storm drain over, under and through Parcel 2 in the area depicted on Exhibit "D" attached hereto. Parcel 2 and Parcel 3 shall have an easement for construction, installation and maintenance of a storm drain over, under and through Parcel 1 in the area depicted on Exhibit "E" attached hereto. The storm drain system includes the construction and maintenance of the Bio -Swale on Parcel 1. The Bio -Swale shall be constructed by HFFC and shall be maintained by the Parcel 1 Owner. The storm drain easement created hereby includes the right for Parcel 2 and Parcel 3 Owners to enter Parcel 1 for the purpose of 5 maintaining the Bio -Swale in the event the Parcel I Owner fails to do so. Further, the storm drain system includes a "coalition plate" located on Parcel 2 as shown on Exhibit D. The coalition plate shall be installed by HFFC and maintained by the Parcel 2 Owner. The storm drain easement created hereby includes the right for the Parcel 3 Owner to enter Parcel 1 for the z purpose of maintaining the coalition plate in the event the Parcel 2 Owner fails to do so. h: � w �° „ 2.2 Sewer Line. Parcel 3 shall have a non - exclusive perpetual for 6 D I - - construction, installation and maintenance of a sewer line over, under and through Parcel 2 in the v o C area depicted on Exhibit "F" attached hereto. Parcel 2 and Parcel 3 shall have a non- exclusive N w p perpetual easement for construction, installation and maintenance of a sewer line over, under and p through Parcel 1 in the area depicted on Exhibit "G" attached hereto. The easements granted N w t` for sewer lines includes the installation and maintenance of such pump stations, force mains and w o r manholes as are shown on the Grading and Improvement Plans or are necessary to meet S ' 4 requirements of the City. u.. a C 0 w 2.3 Water Main. Parcel 3 shall have a non - exclusive perpetual easement for Z construction, installation and maintenance of a water main over, under and through Parcel 2 in p C■I the area depicted on Exhibit "H" attached hereto. Parcel 2 and Parcel 3 shall have a non- W W exclusive perpetual easement for construction, installation and maintenance of a water main over, D under and through Parcel 1 in the area depicted on Exhibit "I " , attached hereto. p N 0 t— 2.4 Electrical. Natural Gas. Cable T.V., Telephone. Parcel 2 shall have a non- u.1 v exclusive perpetual easement for installation and maintenance of electrical, natural gas, cable u. o T.V. and telephone and any other "dry utilities" lines over, under and through Parcels 1 and 3 in w z the area depicted on Exhibit "J" attached hereto. Parcel 1 shall have a non - exclusive perpetual v N easement for installation and maintenance of electrical, natural gas, cable T.V. and telephone and a any other "dry utilities" lines over, under and through Parcels 2 and 3 in the area depicted on Exhibit "K" attached hereto. 2.5 Other Utility Easements. FFCT hereby reserves for itself, together with the right to grant and transfer the same, such non- exclusive perpetual easements over Parcels 1 and 2 as may be necessary for the purpose of erecting, constructing, repairing, maintaining, replacing and operating utility services in, to, on, upon, through, over, across, under and through Parcels 1 and 2 including, without limitation, vaults, manholes, meters, transformers, pipelines, values, hydrants, sprinkler controls, conduits and all related facilities, wires, poles, pipes for lighting, power, television, telephone and other communication facilities, gas, water, storm drains, sanitary sewers and other utility lines all of which shall whenever and wherever reasonably feasible be located below the surface of the ground. FFCT shall have the right to grant and/or relocate easements to others to carry out the foregoing purposes. 2.6 Allocation of Utility Improvement Costs. Unless specifically provided otherwise in this REA, the Improving Party, or a utility provider, shall be entitled to install its Utility Improvements when necessary to proceed with its project. All costs of installation of the Utility Improvements for use of its Parcel shall be borne by the Installing Party. If the benefits of any Utility Improvement run to more than one Parcel, the owners of the Benefited Parcels shall share the costs of installation on a Fair Share basis. 2.7 Maintenance/Relocation of Utility Improvements. So long as any of the z Utility Improvements is in private ownership, all costs of (i) maintenance (ii) temporary or permanent relocation required by the City (iii) charges for utility location services and (iv) any w other expenses, charges, fees, taxes or exactions of any sort ( "Charge "), in respect to such private Utility Improvements shall be paid and shared as follows: (y) if there is only one Benefited j o Parcel of the utility as to which such Charge is imposed, by the Owner of such Benefited Parcel; to o o (z) if there is more than one Benefited Parcel of the utility as to which such Charge is imposed, co W © by the Owners of such Benefited Parcels on a Fair Share basis. The Owner of Parcel 3 may, on co LL = behalf of all the Owners, enter such agreement(s) as may be required by the City, or otherwise be w 0 l p rudent, for utility location services. Pursuant to such agreement(s) the Owners may be required g to pay their Fair Share of charges imposed for location of Utility Improvements whenever the u . d City requires such location in connection with work in the area surrounding the Parcels. Any v O Owner performing work on its own Parcel which requires utility location services shall be Cl responsible for paying all costs in connection therewith. Each Owner shall be responsible for all z © utilit service charges to its Parcel. w ju 3. Quality of Installation. All construction, maintenance and repair work performed v to in connection with the Driveway Improvements or Utility Improvements, shall be performed (a) c t promptly, diligently and in a good and workmanlike manner, (b) in accordance with good v engineering practices and all applicable local, state and federal laws, rules and regulations P o u- governing such matters, (c) in accordance with applicable rules and regulations of any utility z entities which are to own or regulate the Utility Improvements, (d) in such manner so as to _ minimize interference with the use and enjoyment of the Parcel(s) through which such Utility O Improvements run and property located adjacent thereto. z 4. Mechanics' Liens. The Improving Party shall not suffer or permit to be enforced against any portion of the Burdened Parcels any mechanics', materialmens', contractors' or subcontractors' liens or any claim for damage arising from any work performed by Improving Party or its contractors or representatives (collectively, "Mechanics' Liens "). Improving Party shall pay or cause to be paid all such Mechanics' Liens before any action is brought to enforce the same against any Burdened Parcel. Improving Party expressly agrees to indemnify, defend (with counsel reasonably acceptable to the Owner of the Burdened Parcel) and hold such Owner and the Burdened Parcel free and harmless from and against all liability for any and all such Mechanics' Liens together with reasonable attorneys' fees and all costs and expenses in connection therewith. Notwithstanding the foregoing, if Improving Party shall in good faith contest the validity of any Mechanics' Lien, then Improving Party shall, at its expense (i) procure and record, or furnish to the Owner of the Burdened Parcel, a surety bond or other acceptable security satisfactory to the Owner of the Burdened Parcel in an amount at least equal to 150% of such contested Mechanics' Lien, (ii) indemnify Burdened Parcel against liability for the same, and (iii) pay and satisfy any adverse judgment that may be rendered thereon before the enforcement thereof against all or any portion of the Burdened Parcel. The Owner of the Burdened Parcel may post and maintain on or about any portion of the Burdened Parcel such notices of nonresponsibility as may be necessary to protect the Burdened Parcel against liability for any Mechanics' Liens. 5. Use Restrictions. 5.1 Prohibited Uses. In addition to any operations or uses prohibited by Et 2 governmental regulations, the following operations and uses shall not be permitted on any ct+ Parcel or portion thereof: o co o (a) Trailer courts or recreational vehicle campgrounds. LU © N u. (b) Junk yards or recycling facilities. w 0 Drilling for and removing gas or other hydrocarbon substances. < ,..� (c ) 8 8 oil , 8 Y u. (d) Refining of petroleum or petroleum products. (e) Storing of hazardous waste. (f) Dumping, disposal, incineration or reduction of garbage, sewage, o N offal, dead animals or other refuse. o f- wW (g) Labor or migrant worker camps. u. o z co (h) Adult entertainment. v (I) The maintenance of any nuisance or the conduct of any activity Z which violates public policy. 5.2 Other Limitations. The Owner of Parcel 3 intends to construct, maintain and operate on Parcel 3 a recreational and entertainment facility which will include, without limitation, motorized go- carts, bumper boats, batting cages, miniature golf courses, amusement rides, video games, restaurants, and other outdoor and indoor activities and equipment currently, or in the future, used in connection with a family entertainment facility. The operation of FFCT's business on Parcel 3 will involve noise, lighting, vibrations, music and vehicular and pedestrian traffic during the day and night and on weekends. Each successive Owner of Parcel 2, by taking title to such Parcel, waives any right, at law or in equity, to seek to restrain or enjoin or recover damages against Parcel 3 or its Owner for the conduct of the business described above. The successive Owners of Parcel 2 should locate and construct improvements on Parcel 2 in such a manner as to reduce the effects of light, noise or vibrations emitting from Parcel 3. 5.3 Bike Path. Declarants shall, upon demand by the City and/or Kings County, dedicate the Bike Path for public use. If Declarants have not dedicated the Bike Path for public use prior to transferring title to any Parcel, each Parcel Owner shall be bound to dedicate that portion of the Bike Path which crosses its Parcel and shall provide adequate access to and 1 from its Parcel to the Bike Path in accordance with requirements of the City and/or Kings County. Each Owner shall take title to its Parcel with knowledge that use of its Parcel is limited by the presence and use of the Bike Path. 6. Maintenance of Boundary Wall. The Owner of Parcel 2 and the Owner of Parcel 3 shall each be responsible for maintaining the face of the Boundary Wall facing its z Parcel. Any structural repairs to the Boundary Wall shall be performed by the Owner of Parcel 3 as the Improving Party and the Owner of Parcel 2 shall, as the Reimbursing Party, reimburse z Improving Party one -half (1/2) of the costs thereof. Parcel 2 is declared to have an easement . over that portion of Parcel 3 four feet (4') to the East of the Boundary Wall and Parcel 3 is i o declared to have an easement over that portion of Parcel 2 four feet (4') West of the Boundary N Wall for the purpose of entering to repair and maintain the Boundary Wall in accordance therewith. N u- wO rmi '4 7. Default. u. co 3 7.1 Advances by Non - Defaulting Owner. Whenever in this REA a payment is co W required of an Owner of a Parcel, if such payment is not made by such Owner ( "Defaulting z 01 Owner ") within fifteen (15) days of the date of demand therefore, the other Owner ( "Non- 0 Defaulting Owner ") may advance the Defaulting Owner's amount due and such advance (or if the w advance has already been made and the Non - Defaulting Owner is seeking reimbursement, the n o amount of such reimbursement) shall be treated as a loan from the Non - Defaulting Owner to the 0 N Defaulting Owner and shall bear interest at the rate of ten percent (10 %) per annum from the date w uj such payment or reimbursement was due and shall constitute a lien against the Defaulting Owner's Parcel in accordance with Section 5.2, below. u. o z w 7.2 Lien. Declarants for each Parcel, hereby covenant, and each successive U D- Owner of each Parcel, by acceptance of a deed therefor, whether or not it shall be so expressed in z such deed, is deemed to covenant and agree to pay the amounts due pursuant to the terms hereof and that such amounts shall be a charge on the Parcel of such Owner and shall be a continuing lien ( "Lien ") upon such Parcel which lien may be foreclosed in accordance with the provisions of RCW 61.24.030 -.040, applicable to the exercise of the powers of sale in mortgages and deeds of trust, or in any other manner permitted or provided by law. The Non - Defaulting Owner shall have the right to commence such proceedings and may bid on the Parcel of the Defaulting Owner at foreclosure sale in the amount of any payments in default plus interest and costs of foreclosure, attorneys fees and any other amounts which may be included in a credit bid under Washington law. 7.3 Subordination of Lien. If any Parcel which is subject to a Lien pursuant to Section 7.2, is also subject to the lien of a deed of trust (i) the foreclosure of such Lien shall not operate to affect or impair the lien of such deed of trust, and (ii) the foreclosure of the lien of a deed of trust or the acceptance of a deed in lieu of foreclosure of such deed of trust shall not operate to affect or impair the Lien; except that the Lien for amounts as shall have become due up to the foreclosure or the acceptance of a deed in lieu of foreclosure shall be subordinate to the lien of the deed of trust, and the foreclosure purchaser or deed in lieu grantee shall take title free 9 of the Lien hereof for all such amounts that have become due up to the time of the foreclosure or deed in lieu of foreclosure, but subject to the Lien for all said amounts that shall become due subsequent to the foreclosure or deed in lieu of foreclosure. t• t. 7.4 Other Remedies. The remedies set forth above shall not be exclusive but z o shall be in addition to all other rights and remedies which are available at law or in equity. Inasmuch as the Owners of all Parcels are relying upon the good faith performance by the other w LI Owners of their obligations hereunder, either Owner may seek to recover from the other 6 v tv Owner(s) all damages resulting from the default or delay in performance by the other(s) and may v 0 r"' seek equitable relief including an injunction to compel performance by such other Owner(s). u) w 4 8. Termination. This REA and the obligations of the Owners of each Parcel = hereunder shall terminate (i) as to specific easements or rights, at such time as is provided in this 2 REA or, (ii) upon the unanimous written consent of the Owners of all Parcels, or (iii) except as to ga :' the Driveway Easement and the Utility Easements, on December 31, 2050, unless the Owners of IL. a the Parcels unanimously execute and record at any time within six months prior to December 31, w 2050, a document in which they agree that the REA shall continue for a further specified period. ? Upon termination, the Owners shall thereupon execute such documents as may be required by a o title insurance company to reflect the termination hereof. UJ al 9. General Provisions. 0 o N o I- w ` 9.1 Legal Fees. In the event of the bringing of any action, suit or arbitration v proceeding by the Owner of any Parcel against the Owner of another Parcel by reason of any 0 breach of any of the terms of this REA, then in that event, the prevailing party in such action, iii N arbitration or dispute shall be entitled to have and recover of and from the other party all costs I 0 and expenses of suit, including actual attorneys fees. Z 9.2 Required Actions of Owners. The Owner of each Parcel agrees to execute such instruments and documents and to diligently undertake such actions as may be required in order to consummate the transactions herein contemplated and shall use its best efforts to accomplish the work to be performed hereunder in accordance with the provisions hereof. 9.3 Time of Essence. Time is of the essence of each and every term, condition, obligation and provision hereof. 9.4 Captions. Any captions to, or headings of, the paragraphs or subparagraphs of this REA are solely for convenience, are not a part of this REA, and shall not be used for the interpretation or determination of the validity of this REA or any provision hereof. 9.5 No Obligations to Third Parties. Except as otherwise expressly provided herein, the execution and delivery of this REA shall not be deemed to confer any rights upon, nor obligate the Owners of the Parcels, to any person or entity other than the other Owners and their respective successors and assigns. /0 9.6 Exhibits and Schedules. The Exhibits attached hereto are hereby incorporated herein by this reference. 9.7 Amendment to this REA. The terms of this REA may not be modified or z t•• amended except by an instrument in writing executed by the Owners of each Parcel and, as to any provision for the benefit of the City, by the City. tx o g� 9.8 Waiver. The waiver or failure to enforce any provision of this REA shall U v not operate as a waiver of any future breach of any such provision or any other provision hereof. 2 w ' 9.9 Applicable Law. This REA shall be governed by and construed in o accordance with the laws of the State of Washington. � � J 9.10 Fees and Other Expenses. Except as otherwise provided herein, each of co d the parties shall pay its own fees and expenses in connection with this REA. t i- w 9.11 Successors and Assigns. This REA shall be binding upon and shall inure o to the benefit of the successors and assigns of Declarants and the Owners of the Parcels. Upon w conveyance of one or more of the Parcels by a Declarant, it shall have no further obligation, 0 liability. duty or responsibility for any acts or occurrences performed or to be performed by the o H Owner of such conveyed Parcel(s) after the date of such conveyance, but shall continue to be w w responsible for all obligations as to any Parcel retained by such Declarant. o 9.12 Reciprocal indemnification. Each Owner shall indemnify and hold the w other Owners and the City harmless from and against any and all claims, demands, and liability P N o of every nature, including reasonable attorneys' fees and costs of suit, arising from any liens, including mechanic's liens or injuries to persons arising from the acts or omissions of such indemnifying Owner during the grading or construction of any improvements provided herein, or otherwise, arising from any such acts or omissions, on the other Owner's Parcel. Such indemnification shall extend to all claims, demands and liabilities arising from the activities of each Owner's agents, employees, independent contractors and subcontractors and shall include any liabilities in connection with the work of improvement which may be asserted after the completion of such works of improvement. 9.13 Binding Arbitration. The submission to arbitration in accordance with the terms hereof shall be the sole and exclusive method, means, and procedure to resolve any and all disputes, claims, or controversies of any kind, whether in contract or in tort, statutory or common law, legal or equitable, or otherwise ( "Dispute "), now existing or hereafter arising between the Owners in any way arising out of, pertaining to, or in connection with (a) this REA, or any related agreement, document, or instrument (collectively, "Documents "); (b) any incidents, omissions, acts, practices, or occurrences causing injury to either party whereby the other party or its agents, employees, or representatives may be liable, in whole or in part, and which relate in any manner to the Documents or the matters contemplated therein; or (c) any aspect of the past or present relationships of the Owners with respect to this REA or the transactions contemplated i I therein. Any party to a Dispute may, by summary proceedings, bring an action in court to compel arbitration of any Dispute. 9.13.1 Governing Rules. The arbitration shall be conducted in accordance with the Federal Arbitration Act (Title 9 of the United States Code) except to the z extent modified herein, and shall be administered by the American Arbitration Association (the z : "AAA"). cc w c 9.13.2 Scope of Award; Modification or Vacation of Award. The 0 o 0 arbitrator may grant any remedy or relief that the arbitrator deems just and equitable. The u w © arbitrator may also grant such ancillary relief as is necessary to make effective the award; 1 provided, however, in no event may the arbitrator award punitive damages. To the extent w p r permitted by applicable law, the arbitrator shall have the power to award recovery of all legal ` expenses (including, but not limited to, attorneys' fees, administrative fees, arbitrators' fees, and other professional fees and expenses) to the prevailing party. The arbitrator shall resolve all N 3 Cs w c aspects of any Dispute in accordance with the applicable substantive law. The arbitrator shall w c make specific, written findings of fact and conclusions of law. Judgment upon the award z C rendered by the arbitrator may be entered in any court having jurisdiction subject to the parties' o statutory right to seek vacation or modification of an award pursuant to applicable law. The w findings of fact by the arbitrator shall be binding upon all parties and shall not be subject to D o further review, except as otherwise allowed by applicable law. o w 9.13.3 Other Matters and Miscellaneous. To the maximum extent c� practicable, an arbitration proceeding hereunder shall be concluded within one hundred eighty (180) "_- i days after the request by the initiating party for arbitration. Arbitration proceedings and any w co corollary proceedings hereunder shall be conducted in the County of King, Washington. The H 1 arbitrator shall be empowered to impose sanctions and to take such other actions as the arbitrators z z deem necessary to the same extent a judge could pursuant to Washington law. Discovery permitted in the arbitration shall be in accordance with the Federal Arbitration Act. 9.14 Approvals. Whenever in this REA the consent or approval of a party is required, unless otherwise specifically provided, such consent or approval shall not be unreasonably withheld, delayed or conditioned. [REST OF PAGE INTENTIONALLY LEFT BLANK SIGNATURES ON NEXT PAGE) IN WITNESS WHEREOF, the undersigned has executed this REA on the date first / hereinabove written. 0 C C C C "DECLARANTS" HUSH FAMILY FUN CENTERS, a Washington corporatio By: B LJ ohn M. uish, Presid nt .m . ohn M. Huish, tanager H2 OTEL LLC, a Washington limited liability company FA ILY FUN CENTERS TUKWILA, LLC, a Washington limited liability company By: , --(AA c v STATE OF A//- COUNTY OF No Said State WITNESS my hand and official seal. Lary Public in for ss. On V al' , I i before me, In/ 2/N tal i a Notary Public in and for . '• County and State, personally appeared JOHN M. HUISH, personally known to me (orproved to me on the basis of satisfactory evidence) to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the instrument the person, or the entity upon behalf of which the person acted, executed the instrument. 0�PNa Z {NC,y�. iQ•� . .•01AIA. f '�,•. �fi •• � OTAq�,'•.. (seal) 4. LEGAL. DESCRIPTIONS AFTER ADJUSTMENT: ADJUSTED PARCEL 1: THAT PORTION OF THE WEST HALF OF SECTION 24, TOWNSHIP 23 NORTH. RANGE 4 EAST OF THE WILLAMETTE (MERIDIAN. IN KING COUNTY, WASHINGTON, BEING MORE PARTICULARLY DESCRIBED AS , FOLLOWS: • COMMENCING NTERCCHANGE, INTERSECTION ALL S CNVEYED OR CONDEMNED THE HIGHWAY GREEN RNER STATE WASH WASHINGTON I TO N BY DEEDS C RECORDED UNDER KING COUNTY RECORDING NOS. 5499812, 5507291, 5510773, 5503778, 5536582. O AND PROCEEDINGS UNDER KING COUNT SUPERIOR COURT CAUSE NO. 596089, STA POC (214) 134+28.56, O WITH THE A -UNE, STA POT (A) 102 +62.12, As SHOWN ON THAT CERTAIN WP ON FILE WRH THE STATE OF WASHINGTON DEPA RTMENT Of' TRANSPORTATION UaELED SR 405 GREEN RNER INTERIZHANGE RIGHT L � + OF WAY STA 99 +00 TO STA 120+00, SHEET 2 OF 2, APPROVAL DATE Of JANUARY 30. 1962. M TH LAST : • REVISION DATE OF DECEMBER 31. 1992: '~ THENCE NORTH 42'30'02' EAST ALONG THE CENTERJNE OF SA10 A -UNE, 88.55 FEET TO STA 103+70.87 4 OF SAID A -UNE: C THENCE NORTH 47'29'58' WEST, 60.00 FEET TO A POINT ON THE NORTHERLY RIGHT Of WAY SAID `y PRIMARY STATE HIGHWAY N0. 1, SAID POINT BEING THE BEGINNING OF A CURVE ,CONCAVE TO THE SOUTH WITH A RADIUS OF 183.00 FEET, AND ALSO BEING THE TRUE POINT OF BEGINNING; THENCE NORTHERLY, EASTERLY, AND SOUTHERLY ALONG SAJD RIGHT OF WAY ON THE ARC OF SAID ® CURVE THROUGH A CENTRAL ANGLE OF 64 A DISTANCE OF 184.37 FEET; G4 THENCE LEAVING SAID RIGHT OF WAY, AND BEARING NORTH 21'14'11' EAST, 38.16 FEET; THENCE NORTH 64'48'08' WEST, 5.90 FEET; THENCE NORTH 2758'18" WEST. 166.10 FEET; THENCE NORTH 22'01'42' EAST, 229.49 FEET TO A POINT ON THE ORDINARY HIGH WATER UNE OF THE GREEN (WlirTE) RNER. AS IT WAS MAPPED BY BARGHAUSEN CONSULTING ENGINEERS, INC. ON AUGUST 11. 1997; THENCE ALONG THE ORDINARY HIGH WATER UNE OF SAID RIVER THE FOLLOWING COURSES AND DISTANCES: SOUTH 70'00'00' WEST, 39.06 FEET; THENCE SOUTH 7300'00' WEST, 65.00 FEET; THENCE SOUTH 6700'00' WEST, 100.00 FEET; THENCE SOUTH 57'40'00' WEST, 30.00 FEET; THENCE SOUTH 63'50'00' WEST, 35.00 FEET; THENCE SOUTH 56'30'00' WEST, 100.00 FEET; THENCE SOUTH 51'00'00' WEST, 50.00 FEET; THENCE SOUTH 35'40'00' WEST, 4.0.00 FEET; THENCE SOUTH 39'00'00' WEST, 60.00 FEET: THENCE SOUTH 5210'00' WEST, 50.00 FEET TO THE NORTHEASTERLY RIGHT OF WAY FOR SAID 2M- UNE; THENCE SOUTHERLY ALONG SAID RIGHT OF WAY UNE TO ITS INTERSECTION WITH THE RTHERLY RIGHT OF WAY OF SAID A - UNE THENCE NORTH 42'30 EAST, ALONG SAID NORTHERLY RIGHT OF WAY, 9.42 FEET TO THE POINT OF BEGINNING. /1/ I ADJUSTED PARCEL 2: THAT PORTION OF THE WEST HALF OF SECTION 24, TOWNSHIP 23 NORTH, RANGE 4 EAST OF THE WILLAMETTE (MERIDIAN, IN KING COUNTY, WASHINGTON. BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: CAANMENCING AT THE INTERSECTION OF THE 2M -UNE OF PRIMARY STATE HIGHWAY NO. 1. GREEN FINER INTERCHANGE, ALL AS CONVEYED TO OR CONDEMNED BY THE STATE OF WASHINGTON N BY DEEDS RECORDED UNDER KING COUNTY RECORDING NOS. 5499612, 5507291, 5510773, 5503776, 5536582, AND PROCEEDINGS UNDER KING COUNTY SUPERIOR COURT CAUSE NO. 596069, STA POC (214) 134 +26.58, WITH THE A -UNE. STA POT (A) 102 +82.12, AS SHOWN ON THAT CERTAIN MAP ON FILE WITH THE STATE OF WASHINGTON DEPARTMENT OF TRANSPORTATION LABELED SR 405 GREEN RIVER INTERCHANGE RIGHT OF WAY STA 99 +00 TO STA 120 +00, SHEET 2 OF 2, APPROVAL DATE OF 4ANUARY 30, 1962, WITH LAST REVISION DATE OF DECEMBER 31, 1992: THENCE NORTH 42'30'02" EAST ALONG THE C£NTERUNE Of' SAIO A -LINE, 88.55 FEET TO STil 1,,03 +70.67 OF SAID A -UNE; THENCE NORTH 4729'58' WEST, 60.00 FEET TO A POINT ON THE NORTHERLY RIGHT Of WAY OF SAID PRIMARY STATE HIGHWAY NO. 1, SAID POINT BEING THE BEGINNING OF A CURVE CONCAVE TO THE SOUTH, .THE RADIUS POINT OF WHICH BEARS SOUTH 472918" EAST, 163.00 FEET DISTANT; THENCE NORTHERLY, EASTERLY. AND SOUTHERLY ALONG SAID RIGHT OF WAY ON THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 64'48'29' A DISTANCE OF 184.37 FEET, TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID NORME11.? RIGHT OF WAY UNE ON SAID CURVE THROUGH A CENTRAL ANGLE OF 22'45'54' AN ARC DISTANCE OF 64.76 FEET; THENCE LEAVING SAID ,NORTHERLY RIGHT Of WAY AND BEARING NORTH 24 EAST. 41.99 FEET; THENCE NORTH 6534'09' EAST. 149.44 FEET; THENCE NORTH 54'4316' EAST. 207.60 FEET; THENCE NORTH 33'1 4' 15' WEST, 25.64 FEET; THENCE NORM 53'52'52' EAST, 93.41 FEET; THENCE NORTH 1703'48' EAST, 53.44 FEET; THENCE NORTH 1749'32' WEST, 49.22 FEET; THENCE HORN 48'38'55' WEST, 20.06 FEET; THENCE NORTH 20'08'22' WEST, 44.35 FEET; THENCE SOUTH 6751 WEST, 24.62 FEET; THENCE NORTH 1722'51' WEST, 105.07 FEET TO A POINT OF THE OR>JINARY HIGH WATER UNE OF THE GREEN (WHITE) RNER. AS IT WAS MAPPED BY BARGHAUSEN CONSULTING ENGINEERS. INC. ON AUGUST 11. 1997; THENCE ALONG THE ORDINARY HIGH WATER UNE OF SAID RIVER THE FOLLOWING COURSES AND DISTANCES: SOUTH 7730'00" WEST, 3.45 FEET; THENCE SOUTH 72 WEST. 60.00 FEET; THENCE SOUTH 71'30'00' WEST, 55.00 FEET; THENCE SOUTH 79'20'00' WEST, 70.00 FEET; THENCE SOUTH 69'00'00" WEST, 65.00 FEET; THENCE SOUTH 66'40'00" WEST, 55.00 FEET; THENCE SOUTH 70100'00' WEST, 15.94 FEET; THENCE LEAVING SAND ORDINARY HIGH WATER UNE AND BEARING SOUTH 2201'42' WEST. 229.49 FEET: THENCE SOUTH 2258'18 EAST, 166.10 FEET; • THENCE SOUTH 64'48'08' EAST. 5.90 FEET; THENCE SOUTH 21'14'11' WEST. 38.16 FEET TO THE POINT OF BEGINNING. dd • � JU O 0 w J co IL w 0 w j d 3. 0 6 ~ w 0 0 L 0 Ili il l u . 2' U � 0 z LEGAL DESCRIPTION: /'>xCe .3 That portion of the West half of Section 24, Township 23 North, Range 4 East, W.M., in King County, Washington, being more particularly described as follows: Commencing at the intersection of the 2M -Line of Primary State Highway No. 1, Green River Interchange, all as conveyed to or condemned by the State of Washington by Deeds recorded under King County Recording Nos. 5499612, 5507291, 5510773, 5503778, 5536582, and proceedings under King County Superior Court Cause No. 596089, STA POC (2M) 134 +28.56, with the A -Line, STA POT (A) 102 +82.12, as shown on that certain map on file with the State of Washington Department of Transportation labeled SR 405 Green River Interchange Right -of -way STA 99 +00 to STA 120 +00, Sheet 2 of 2, approval date of January 30, 1962, with last revision date of December 31, 1992; THENCE North 42 °30'02" East along the centerline of said A -Line, 88.55 feet to STA 103 +70.67 of said A -Line; THENCE North 47 °29'58" West, 60.00 feet to a point on the Northerly right -of -way of said Primary State Highway No. 1, said Point being the beginning of a curve concave to the South, whose radius point bears South 47 °30'02" West, 163.00 feet distant; THENCE Northerly, Easterly and Southerly along said Right -of -way, on the arc of said Curve through a central angle of 87 °34'23" a distance of 249.13 feet to the True Point of Beginning; THENCE continuing on the arc of said Curve through a central angle of 1°22'20" a distance of 3.90 feet to a point opposite STA PT (A) 105 +30.55 of said A -Line, and 60 feet distant; THENCE continuing along the Northeasterly and Northerly right -of -way of said A- Line the following courses and distances: South 48 °33'18" East 115.79 feet; THENCE North 81 °24'26" East, 106.02 feet; THENCE South 08 °35'34" East, 60.00 feet; THENCE South 17 °41'53" West, 29.84 feet to the beginning of a non - tangent curve concave to the North, whose radius point bears North 17 °41'53" East, 182.00 feet distant; THENCE Easterly along the arc of said Curve through a central angle of 21 °38'15" a distance of 68.73 feet; THENCE North 66 °58'45" East, 152.75 feet; THENCE South 23 °01'15" East, 20.00 feet to a point on the Northwesterly right -of- way of Secondary State Highway No. 1 4. (formerly known as the Black River Junction- Renton Road No. 1193) as conveyed to King County by Deed recorded under King County Recording No. 2919485; THENCE North 66 °58'45" East along said Northwesterly Right -of -way, 482.07 feet to its intersection with the West margin of the 100 -foot right -of -way conveyed to Chicago, Milwaukee and St. Paul Railway Company by Deed recorded under King County Recording Nos. 453942 and 995370; THENCE Northerly along said West Margin and said West Margin extended Northwesterly parallel to the centerline of said Railroad to its intersection with the :ei g( v�� Easterly extension of the boundary line as established by King County Superior Court Cause No. 725392; THENCE South 48 °14'49" West along said Boundary Line Extension, 134.07 feet to its intersection with a line that lies 200 feet Southwesterly of and parallel with the 414 centerline of the Northern Pacific Railway; Z t' THENCE North 33 °54'49" West along said Parallel Line, 26.08 feet, to its point of iN intersection with the ordinary high water line of the Green (White) River, as it was h w � O mapped by Barghausen Consulting Engineers, Inc. on August 11, 1997; 2 THENCE along the ordinary high water line of said River the following courses and v distances: South 55 °20'00" West, 51.46 feet; v p THENCE South 77 °30'00" West, 55.00 feet; o co w THENCE South 74 °00'00" West, 50.00 feet; 9 r-i THENCE South 77 °30'00" West, 51.55 feet; yr THENCE leaving said Ordinary High Water Line and bearing South 17 °22'51" W O O East, 105.07 feet; E N THENCE North 69 °51'38" East, 24.62 feet; O THENCE South 20 °08'22" East, 44.35 feet; w = O THENCE South 48 °58'55" East, 20.06 feet; w N THENCE South 17 °49'32" East, 49.22 feet; w THENCE South 17 °03'48" West, 53.44 feet; Z z F- THENCE South 53 °52'52" West, 93.41 feet; 4 THENCE South 33 °14'15" East, 25.64 feet; w THENCE South 54 °43'56" West, 207.60 feet; v o THENCE South 65 °34'09" West, 149.44 feet; co THENCE South 24 °09'32" West, 41.99 feet to the Point of Beginning; g 1, w (BEING KNOWN AS Adjusted Parcel 3 of Boundary Line Adjustment No. L98• U 0028, recorded under Recording No. 9806309017). u. O Z ALL SITUATE in the County of King, State of Washington. 0 Z t1 N N N Cr? co 00 N U L 0 F- S X Lu PRIVATE WATERMAIN EASEMENT EXHIBIT LOT 2 WATER LOT 3 WATER -NEW 15' WIDE PRIVATE WATERMAIN EASEMENT 656 IF 1.448 IF z O 0 N Q W NW W 0 U.Q N � 0 W �O w O .N OH WW u. O uj U= Z PRIVATE WATERMAIN EASEMENT EXHIBIT NOOTH 1 111E 1.1!4!1.1111 h1I / FAMLY FUN 1 CENTER rnrri.ii NEW 15' WIDE PRIVATE RALAOAD WATERMAIN EASEMENT LOT 2 WATER LOT 3 WATER 1.448 LF LOT 1 VACANT LOT 3 r� "`•„te LOT 1 WATER LOT 2 WATER 656 U PRIVATE WATERMAIN EASEMENT EXHIBIT el NEW 15' WIDE PRIVATE NogTHERN RAILROAD WATERMAIN EASEMENT P LOT 3 WATER 1,448 If a 3 S PRIVATE WATERMAIN EASEMENT EXHIBIT WT -NEW 15 WIDE PRIVATE WATERMAIN EASEMENT LOT 1 WATER 31 IF LOT 2 WATER 656 IF LOT 3 WATER 1,448 IF EXHIBIT G Parcel 1 SOUTH GRADY WAY 20020417 00 n774 74 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • '-‘11/.// . 1 .4000 .no 1,J,.:771/ 01 1.11101;;011.011-1 - 0 EAS e$ EXHIBIT F Parcel 2 Ati GREEN RYER •■•••••••. TOP OF SOUTH GRADY WAY 200204 17U00774 EASEme' / NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. a oa uJ CO x Ui PRIVATE STORM DRAINAGE EASEMENT EXHIBIT NEW 15' WIDE PRIVATE STORM DRAINAGE EASEMENT LOT 1 STORM 482 IF LOT 2 STORM 1,197 IF LOT 3 STORM 1,359 IF 8 PRIVATE STORM DRAINAGE /p, EASEMENT EXHIBIT NEW 15' WIDE PRIVATE ,,.PN RAILROAD STORM DRAINAGE EASEMENT 1 t � 1:!!:;;11.1 _1l,:�,' !i, !- - - - T...' (J ____• �• t%�� � - .- EASEMENT NEW 15' WIDE PRIVATE STORM DRAINAGE . / • /4 LOT I STORM LOT 2 STORM 1,197 LF 1.359 LF EXHIBIT C 20020417 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Q fl7 74 NOTM S NOTICE IT IS D E I TO THE QUALITY THAN ITY OF THE DOCUMENT. MENT. 2002041P NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Revision Date Staff Date No. i Received Initials I Issued Date Received , Staff Initials I g " 7 C 1 k..ki L'.0 c= /s -e/ Start Initials I 3- , _.-,- Summary of Revision: I1/4,I. r'_ Lath u CI.tsitttIL v itt, '11t / (`H (t )i((_' 1 L I IT H 1 A i) q-3-0- _ / / Summary of Revision: Received By: • * r V Revision ; Date No. Received Date Received , Staff Initials j Date ! Issu• • Start Initials I 3- , -01- Summary of Revision: 1 ' !, J a 1 L I IT H 1 A i) q-3-0- _ / / Summary of Revision: ___ij14Lt / � y _ Received By: � / ,../ t_,<„A.I i ,;,4 J. .1_, _14 . _...erMirdall e .4 .. i_.. %� .. _... .. r • Received By: . , R By: Revision No. Date Received j j Staff Date Staff Initials ` Issued Initials VIIIIIMMINAIII 4 -0)- ► , Jaw I v -. '3 -ed skS Summary of Revision: 1 ' !, J a tUA,Ua t ,yy oft,tb /4 -' z , l tC,Lt,�,G 14 , L - 0, "' 1 1 _ / / t 1 ___ij14Lt / Received By: Received By: � / ,../ t_,<„A.I Revision No. ( Date Received j j Staff Date ` Staff Initials Issued ` Initials VIIIIIMMINAIII 111111M I IN 10 11111111 M 111M 11111 Summary of Revision: Summary of Revision: Received By: Revision No. Date Received j j Starr Initials , - Date Issued Staff Initials Summary of Revision: Received By: . PROJECT NAME: eCIY Si.c�tc Site Address: 7)C.G ti,t ./- REVISION LOG PERM. .VO... b1 - Ct11 Original Issue Date: 7 _ C I +"please print) (please print) ease prim) please prin r Buil Ibivision Pu.lic Wor s PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -091 PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Center Way SUITE # DEPA TMENTS: Please Route Response to Incomplete Letter # Response to Correction Letter # X Revision # I After Permit Is Issued Original Plan Submittal DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 11 Incomplete Not Applicable LI Comments: TUES/THURS ROUTING: Fire Prevention 11 -0) Structural Structural Review Required C DATE: 8 -7 -01 Iv Planning Division MBA— 1 6 -1 4-o Permit Coordinator DUE DATE: 8-9-01 No further Review Required tg- n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved -r \PRROUTE.DOC 5/99 DUE DATE 09 -06 -01 Approved with Conditions [ Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions f I Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Complete n Comments: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -091 DATE: 3 -28 -01 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUN CENTER WAY SUITE NO: Original Plan Submittal Response to Incomplete Letter rr Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 3- 29-2001 TUES /THURS ROUTING: Please Route ri Structural Review Required APPROVALS OR CORRECTIONS: (ten days) REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved r7 Mir VItRO111( (X)l' Nrl Fire Prevention Structural n Incomplete II Not Applicable n REVIEWER'S INITIALS: Planning Division Permit Coordinator No further Review Required Approved ri Approved with Conditions Not Approved (attach comments) DATE: 1 ` l ` v Approved with Conditions ri Not Approved (attach comments) C n n REVIEWER'S INITIALS: DATE: 411111•111110 DUE DATE 4- 26-2001 DUE DATE DATE: C C Complete DEPARTMENTS: Building Division Public Works PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -091 DATE: 3 -28 -01 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUN CENTER WAY SUITE NO: Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision it After Permit Is Issued r 1 Fire Prevention Structural Incomplete E Comments: , ,t TUES /THURS ROUTING: Please Route [A Structural Review Required REVIEWER'S INITIALS: /I Li APPROVALS OR CORRECTIONS: (ten days) REVIEWER'S INITIALS: U (n CORRECTION DETERMINATION: Approved Approved with Conditions n Planning Division Permit Coordinator DATE: 11 /4 DATE: Not Approved (attach comments) • AIMS DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 3 -29 -2001 Not Applicable ri C No further Review Required DUE DATE 4-26-2001 Approved n Approved with Conditions Not Approved (attach comments) n DUE DATE REVIEWER'S INITIALS: DATE: DATE: April 6, 2001 PROJECT NAME: Comfort Suites Hotel PLAN CHECK NO.: D01 -091 Plan Reviewer: Contact Nora Gierloff at (206) 431 -3670 if you have any questions regarding the following comments. 1. Please provide information about the colors of the exterior finishes so that compliance with the design review approval can be determined. 2. You will need to apply for and receive two sign permits and a special permission sign area increase before installation of the wall signage may begin. C:\Nora's Files\FAM1LYFU\d01- 091.DOC PLANNING DIVISION COMMENTS Complete ri Comments: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -091 DATE: 3 -28 -01 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUN CENTER WAY SUITE NO: Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter #_ Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works C Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete C TUES /THURS ROUTING: Please Route RI Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions REVIEWER'S INITIALS:/ C n n CORRECTION DETERMINATION: Approved l l Approved with Conditions REVIEWER'S INITIALS: Planning Division Permit Coordinator DUE DATE: 3-29-2001 Not Applicable r" No further Review Required n r DATE: 0 3 •21 -0. DUE DATE 4-26 -2001 Not Approved (attach comments) M /r- DATE: 74. 1 .0 DUE DATE Not Approved (attach comments) ri DATE: PLAN REVIEW /ROUTING SLIP I ACTIVITY NUMBER: D01 -091 DATE: 3 -28 -01 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUN CENTER WAY SUITE NO: Original Plan Submittal Response to Incomplete Letter if Response to Correction Letter # DEPARTMENTS: Building Division Public Works Complete Comments: Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete LI TUES /THURS ROUTI G: Please Route Structural Revi .A' a uired REVIEWER'S INITIALS: n c n Revision r _ After Permit Is Issued Planning Division Permit Coordinator DUE DATE: 3-29-2001 Not Applicable No further Review Re uired DATE: n APPROVALS OR CORRECTIONS: (ten days) Approved ri Approved ti Conditions REVIEWER'S INITIALS: DUE DATE 4 -26 -2001 Not Approved (attac comme ts) DATE: CORRECTION DETERMINATION: Approved REVIEWER'S INITIALS: Approved with Conditions DUE DATE Not Approved (attach comments) DATE: ACTIVITY NUMBER D01 -091 DATE: 05 -25 -01 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUN CENTER WAY SUITE NO: Original Plan Submittal Response to Incomplete Letter if Response to Correction Letter # Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete E Comments: TUES /THURS ROUTING: Structural Review Required Please Route REVIEWER'S INITIALS: Approved Approved Y'MRoUll IMX N.l REVIEWER'S INITIAL n 1- CORRECTION DETERMINATION: PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions Approved with Conditions C C REVIEWER'S INITIALS: Planning Division Permit Coordinator DUE DATE: 05 -29 -0 1 Not Applicable Fi No further Review Required DATE: 5- 2 ` ` 01 DUE DATE 06 -26 -01 C Not Approved (attach comments) Fa' DATE: a s- 3I DUE DATE Not Approved (attach comments) DATE: ACTIVITY NUMBER D01 -091 DATE: 05 -25 -01 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUN CENTER WAY SUITE NO: Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # _ AFTER Permit Is Issued DEPARTMENTS: Building Division Public Works Complete gj Comments: n n TUES /THURS ROUTING: CORRECTION DETERMINATION: Approved Yv&OUlf ax S•n PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete E Please Route [] Structural Review Required n No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved I I Approved with Conditions Approved with Conditions Planning Division Permit Coordinator DUE DATE: 05-29-0 1 Not Applicable DATE: S /Z-4/c)/ DUE DATE 06 -26-01 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) DATE: ACTIVITY NUMBER D01 -091 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUN CENTER WAY SUITE NO: Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division Public Works Complete LII Comments: Approved n Approved **ROM DOC s ^ri PLAN REVIEW /ROUTING SLIP C n Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES /THURS ROUTING: Please Route C Structural Review Required REVIEWER'S INITIALS: 41 "I/ I APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: CORRECTION DETERMINATION: DUE DATE Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Approved with Conditions C DATE: 05 -25 -01 Planning Division Permit Coordinator No further Review Required DATE: S'— 3 0 - at n DUE DATE: 05-29-01 Not Applicable ri DUE DATE 06-26-01 DATE: t I I- LIJ • w U 0 co St Fe w w 11 o W Z U O z Original Plan Submittal DEPARTMENTS: Building Division Public Works Complete V9FOHIIL MK Seri TUES/THURS ROUTI Please Route REVIEWER'S INITI PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER D01 -091 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUN CENTER WAY C DETERMINATION OF COMPLETENESS: (Tues., Thurs.) LS: Structural Incomplete n APPROVALS OR CORRECTIONS: (ten days) Fire Prevention Approved n Approvpdywith Conditions n REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved n Approved with Conditions REVIEWER'S INITIALS: DATE: 05 -25 -01 SUITE NO: Response to Incomplete Letter # Response to Correction Letter # Revision # AFTER Permit Is Issued n n Planning Division Permit Coordinator C DUE DATE: 05 -29-01 Not Applicable n Comme s: Structuri1.Review Required n No further Revie DATE: Required z` r DUE DATE 06 -26-01 Not Approved (att ch co ments) DUE DATE Not Approved (attach comments) DATE: z f- W cc 2 JO U 0 y 0 w = u_ w 0 g-3 u. D N d Z ZQ • w O O - O !- w W O ki Z U !-? : O z DEPARTMENTS: Building Division Public Works Complete LI Comments: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER D01 -091 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUNCENTER WAY Original Plan Submittal Response to Incomplete Letter fi Response to Correction Letter It 2 n Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES /THURS ROUT G: Please Route Structural Review Required REVIEWER'S INITIAL `1 RC]UIL INK SCI APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved [ Approved with Conditions REVIEWER'S INITIALS: C DATE: 07 -11 -01 SUITE NO: Revision it AFTER Permit Is Issued C Planning Division Permit Coordinator DUE DATE: 07 -12 -01 Not Applicable LI No further Review Required DATE: 01 ji • 0 DUE DATE 08 -09 -01 Not Approved (attach comments) DATE: O , . i u n DUE DATE Not Approved (attach comments) DATE: ACTIVITY NUMBER D01 -091 DATE: 07 -11 -01 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUNCENTER WAY Original Plan Submittal DEPARTMENTS: Building Division Public Works PLAN REVIEW /ROUTING SLIP Response to Correction Letter # 2 LI Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete W Incomplete ri Comments: TUES /THURS ROUTING: Please Route 14-- Structural Re iew Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved [1 Approved i Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved I 1 Approved with Conditions REVIEWER'S INITIALS: Response to Incomplete Letter # _ C n Revision if SUITE NO: AFTER Permit Is Issued Planning Division Permit Coordinator DUE DATE: 07 -12-01 Not Applicable ri No further Review Required F DATE: 7-1 2 --a / DUE DATE 08-09 -01 Not Approved (attac ents) I I DATE: DUE DATE Not Approved (attach comments) DATE: Qge 1 10 - '65 tNiettirtykd j't y.e.((okA3 ski A s . ACTIVITY NUMBER: D01 -091 PROJECT NAME: Comfort Suites DATE: 8 -7 -01 SITE ADDRESS: 7200 Fun Center Way SUITE # Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works Complete LI Incomplete TUES/THURS ROUTING: Please Route PLAN REVIEW /ROUTING SLIP C REVIEWER'S INITIAL APPROVALS OR CORRECTIONS: \PRROUTE.DOC 5/99 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Structural Review Required C Planning Division Permit Coordinator DUE DATE DUE DATE: 8-9-01 No further Review Required DATE: o .r) ,i3 09 -06 -01 C C Not Applicable LI Comments: Approved ri Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: DATE: .® ACTIVITY NUMBER: D01 -091 PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Center Way SUITE # Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # ! , After Permit Is Issued DEPARTMENTS: Building Division Public Works Complete C Comments: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: CORRECTION DETERMINATION: Approved \PRROUIE.DOC 5/99 PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete C C n DATE: 8 -7 -01 Planning Division Permit Coordinator DUE DATE: 8 -9-01 C Not Applicable TUES/THURS ROUTING: Please Route C Structural Review Required LI No further Review Required Td L-, DUE DATE DATE: RiV0 f 09 -06 -01 Approved ri Approved with Conditions Ft Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Approved with Conditions REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) ri DATE: ACTIVITY NUMBER: D01 - 091 DATE: 8 - - PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Center Way SUITE # Original Plan Submittal DEPARTMENTS: Building Division Public Works Complete Approved El \PRROUTE.DOC 5/99 PLAN REVIEW /ROUTING SLIP Response to Incomplete Letter # Response to Correction Letter # ,X Revision # 1 After Permit Is Issued C C DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Comments: TUES/THURS ROUTING: Please Route rgctural Review Required ri No further Review Required REVIEWER'S INITIALS: 5 1.O DATE: 1 APPROVALS OR CORRECTIONS: CORRECTION DETERMINATION: Fire Prevention Structural Incomplete C Planning Division Permit Coordinator DUE DATE: 8-9-01 Not Applicable n DUE DATE 09 -06 -01 Approved with Conditions n Not Approved (attach comments) LI REVIEWER'S INITIALS: DATE: DUE DATE Approved Approved with Conditions I Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D01 -091 DATE: 8 -7 -01 PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Center Way SUITE # Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # t , After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved REVIEWER'S INITIALS: \PRROUTE.DOC 5/99 PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete C Approved with Conditions n C n Planning Division Permit Coordinator DUE DATE: 8 -9-01 Not Applicable El No further Review Required n 1 DATE: DUE DATE 09 -06 -01 Not Approved (attach co ments) n DATE: CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions ri Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -091 PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Cente Wy Original Plan Submittal DATE: 03 -27 -02 Response to Incomplete Letter # Response to Correction Letter # X Revision # _� After Permit Is Issued 4. DEPARTMENTS: Building Division Public Works Complete APPROVALS OR CORRECTIONS: Fire Prevention MM11111111! VINO. 41•111•11111111111ill Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete LI Planning Division ❑ Permit Coordinator C DUE DATE: 03-28 -02 Not Applicable ❑ Comments: Permit Center Use Only RECEIVED �r rtIKW INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTIN Please Route Structural Review Required REVIEWER'S INITIA Approved ❑ Approved with Conditions n n /-/ui5A No further Review Required DATE: 0 • DUE DATE: 04- 2-5 -02" Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW El Staff Initials: Documentdrouting slip.doc 2 -28-02 t mrakhad DEPARTMENTS: Building Division Public Works Complete ❑ Comments: Please Route Documents/routing slip.doc 2.28 -02 PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D01 -091 PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Center Way Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 3_ After Permit Is Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) TUES /THURS ROUTING: REVIEWER'S INITIALS: Structural Review Required Fire Prevention Structural Incomplete C LETTER OF COMPLETENESS MAILED: DATE: 04 -08 -02 Planning Division Permit Coordinator DUE DATE: 05 -07 -02 C DUE DATE: 04 -09-02 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ PIng ❑ PW ❑ Staff Initials: No further Review Required n DATE: 4- q-O APPROVALS OR CORRECTIONS: Approved C Approved with Conditions n Not Approved (attach comments) Notation: (' 4e.4/e s s ' •f/ 14l14t s 1� REVIEWER'S INITIALS 1 DATE: p �.C7 'i- Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ PIng ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D01 -091 PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Center Wy Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # I X Revision # 3 After Permit Is Issued DEPARTMENTS: Building Division Public Works Complete Comments: TUES/THURS ROUTING: Please Route Approved E Notation: Documents/routing slip.doc 2.28-02 REVIEWER'S INITIALS: \ APPROVALS OR CORRECTIONS: PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Structural Review Required Approved with Conditions REVIEWER'S INITIALS: C DATE: 04 -17 -02 Planning Division Permit Coordinator El DUE DATE: 04-1 8 -02 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ P\V ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: C No further Review Required DATE: DUE DATE: 05-16 -02 Not Approved (attach comments) ❑ DATE: 0 - / - 2 . Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D01 -091 DATE: 04 -08 -02 PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Center Way Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # _ _„Revision # 3 After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: (t) /( ' , 1, 4 REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 PLAN REVIEW /ROUTING SLIP Fire Prevention Structural ❑ Planning Division Permit Coordinator DUE DATE: 04 -09 -02 Not Applicable i F ri r Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required DATE: DUE DATE: 05-07 -02 I Not Approved (attach c mments) ((AA 'I t ve_c.. )\' s(... re.tbtt re DATE: IL 1oZ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D01 -091 PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Center Way DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: . 3 c-^y-vu. �•��1\ \��v� S 0��i.� C'�V��w Approved Approved with Conditions T Not Approved (attach comments) n Notation: Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # 3 After Permit Is Issued REVIEWER'S INITIALS: Documents/routing slip.doc 2.28 -02 PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete ❑ C -- DATE: 04 -08 -02 Planning Division ❑ Permit Coordinator DUE DATE: 04-09-02 Not Applicable ❑ DATE: DUE DATE: 05-07-02 C C Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D01 -091 PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Center Way Original Plan Submittal Response to Correction Letter # DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ►' Comments: APPROVALS OR CORRECTIONS: Approved Documents/routing slip.doc 2.28 -02 C Fire Prevention Structural Incomplete ❑ PLAN REVIEW /ROUTING SLIP DATE: 04 -08 -02 Response to Incomplete Letter # X Revision # 3._ After Permit Is Issued Planning Division Permit Coordinator C DUE DATE: 04 -09-02 Not Applicable C Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route n Structural Review Required C No further Review Required t REVIEWER'S INITIALS: Aj l L'� DATE: 4 1/ 6 0 7 Z- DUE DATE: 05-07 -02 Approved with Conditions n Not Approved (attach comments) C Notation: /- t'�'t �' r.r; .n �— L ; e (sig.-) C-t1c REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D01 -091 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUN CENTER WAY Original Plan Submittal Response to Correction Letter DEPARTMENTS: �� X11 Kil Buil to Division Fire Preventi n 4-x-01 AV 4 Public Wprks _ Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Er Incomplete ri TUES /THURS ROUTING: Please Route E Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved REVIEWER'S IN TIALS: 0 0 CORRECTION DETERMINATION: Approved REVIEWER'S INITIALS: PLAN REVIEW /ROUTING SLIP Approved with Conditions Approved with Conditions Revision it DATE: 3 -28 -01 SUITE NO: Response to Incomplete Letter After Permit Is Issued Planning Division gi thAt- 4-t Permit Coordinator ill DUE DATE: 3- 29-2001 Not Applicable r1 Comments: m r No further Review Required n DATE: DUE DATE 4- 26-2001 Not Approved (attach comments) TE: DUE DATE Not Approved (attach comments) ri DATE: ACTIVITY NUMBER D01 -091 DATE: 05 -25 -01 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUN CENTER WAY SUITE NO: Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision it AFTER Permit Is Issued DEPARTMENTS: bD. guill`Iin ivision ti ���t � (, JZS 1 Public Wor s ,D�„TERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions n REVIEWER'S INITIALS: Ova c , L CORRECTION DETERMINATION: Approved RRUIIIf IX)C SP/1 PLAN REVIEW /ROUTING SLIP 1 -0 Approved with Conditions Fire Prevention 0/6, Structural Incomplete n Structural Review Required Z0 REVIEWER'S INITIALS: °""r-1 COPY Planning Division ilk 5 -01 Permit Coordinator DUE DATE: 05-29 -01 Not Applicable No further Review Required DATE: DUE DATE 06 -26 -01 Not Approved (attach comments) DATE: wit n Pete' DUE DATE Not Approved (attach comments) n DATE: ACTIVITY NUMBER D01 -091 DATE: 07 -11 -01 PROJECT NAME: COMFORT SUITES SITE ADDRESS: 7200 FUNCENTER WAY SUITE NO: Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 DEPARTMENTS: Bui(dm Division c 1 -4041 Public Wor s DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Ei Incomplete LI TUES /THURS ROUTING: Please Route PLAN REVIEW /ROUTING SLIP REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved ri Approved with Conditions CORRECTION DETERMINATION: Approved Fire Prevention Structural Structural Review Required Approved with Conditions REVIEWER'S INITIALS: wouto UI D'C tort Revision # AFTER Permit Is Issued Planning Division Permit Coordinator n No further Review Required DATE: PERMIT COOR vim, i 41111111M11■.UII■. DUE DATE: 07-12-01 Not Applicable n Comments: DUE DATE 08-09 -01 C D C Not Approved (attach comments) REVIEWER'S INITIALS: DATE: DUE DATE Not Approved (attach comments) DATE: ACTIVITY NUMBER: D01 -091 PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Cente Wy Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINA OF C OMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff initials TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Notation: Documents/routing slip.doc 2.28 -02 PLAN REVIEW /ROUTING SUP Fire Prevention Structural Incomplete ❑ W 1Th C DATE: 03 -27 -02 ❑ Planning Division ❑ C Permit Coordinator 414 DUE DATE: 03 -28 -02 Not Applicable ❑ No further Review Required 0 DUE DATE: 04-25 -02 Approved with Conditions C Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D01 -091 PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Center Way Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # j After Permit Is Issued Complete 1� Comments: DEPARTMENTS: B u il ilding � isi o} ! C Fire Y eve n I� Pl (4.06 g vision Li O• Pualic Works G Structural C Permit Coordinator 14K S U -81- DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04 -09-02 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route d Structural Review Required APPROVALS OR CORRECTIONS: Documentshouting slip.doc 2-28-02 PLAN REVIEW /ROUTING SLIP Incomplete ❑ Not Applicable n ANIMA n REVIEWER'S INITIALS: . DATE: DATE: 04 -08 -02 No further Review Required C DUE DATE: 05 -07 -02 Approved n Approved with Conditions Not Approved (attach comments) fff Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW Staff Initials: } L ACTIVITY NUMBER: D01 -091 PROJECT NAME: Comfort Suites SITE ADDRESS: 7200 Fun Center Wy Original Plan Submittal Response to Incomplete Letter # __ _ _Response to Correction Letter # ' X Revision # 3 After Permit Is Issued DEPARTMENTS: Building Division Public Works APPROVALS OR CORRECTIONS: Approved Notation: Documentshouting slip.doc 2 -28-02 PLAN REVIEW /ROUTING SLIP Fire Prevention U Planning Division Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ n TUES /THURS ROUTING: Please Route Ri Structural Review Required C Permit Coordinator Comments: PERMIT COORD COPY DATE: 04 -17 -02 DUE DATE: 04 -1 8-02 Not Applicable No further Review Required C Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: C REVIEWER'S INITIALS: DATE: DUE DATE: 05 -16 -02 Approved with Conditions C Not Approved (attach comments) C REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila. WA 98188 (206)431 -3670 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not he accepted through the mail, fax, etc. Date: /-Z ? — v ? 0 Response to Incomplete Letter # 0 Response to Correction Letter 4 Revision 4 after Permit is Issued Project Name: (* c. tr"r .C„, 4 S /t / Project Address: Contact Person: I / C r Phone Number: Summary of Revision: 1 r '- �' r� ci.r27�, w / - fur 4 i S /-si Q0 Plan Check/Permit Number: 0 / — (7) er Sheet Number(s): Z "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0 Entered in Sierra on RECEIVED CITY OF TUKWILA PERMIT CENTER 08 /30/00 May 01 01 02:OOp Date: ❑ Revision !f Project Name: Project Address Contact Person: DOW FLETCHER & ASSOCIATES 425- 646 -5904 re - City of Tukwila tier Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 � ., 7 i , `: . 1 .� , . « .7 LZ � 9, � jf ] t`S •• I is "`I'7 ? .• •w ., {. ?h „!jth �TCFri ."il .r K7Ga 'Y. "� . �G G` 7� �,.., }! '+ :N �rt:1*F' f ^ . -. �...,::< +• GA.. • +t 'Sr.l� Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ■ I� To 41 h�t. Co /OePt. Phone • Pit" ?4C -431- ?(06S pasta* 6 n.. O 1 Ffom M t t,t. Co . Phone N BC 4,. - 3(10$ Response to Incomplete Letter # Response to Correction Letter # • 1 After Permit is Issued COMF SUITES 7290 ORT Fun Center Way Alan Miller Summary of Revision: Plan Check/Permit Number: DO 1-Q91 35 Ph post -it Fax Note 7671 Fax d ft cc , 4)04 04 K-. Sheet Number(: ;): "Cloud” or highlight all areas of revLcton including dare of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Sierra on p. 1 04/27/01 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: S/2 /0 ❑ Response to Incomplete Letter # E Response to Correction Letter # 1 1] Revision g after Permit is Issued Project Name: COMFORT SUITES Project Address: 7200 Fun Center Wav Contact Person: Alan Miller Phone Number: Summary of Revision: DWG 4 "StCr?/S ceA A'd AZYt -/ - 7V A77aC cJQ Z77c/A/ c-6 -/ .QMQ , 3T72j Ag y °cJwS'� fS sr /c�,uD'NG ,oa r0 /'& Q /Y)'IDot -s7Z "J 4/140 Awziv 1' V/ ''✓ A f iraG77J aG 61-d6S -/ S!- / A -2,/ W/ IZEWS/ / GGOJQ seA 67724rc)ry t- DWG-S : Suers ,S7 j - ms's ! /A'/ 3 W/ /E 1 o4 3 , GI v!L DNGS : Sly 73 e C /�� '-'` G 3, Z / kv/ 4- Z1\ ■Z gCe. /)w`lr.S : s!-rTs i# 60-//2 Sheet Number(s): FAL S6-76 SO6 /7Tes R6YLS /Qn/ "Cloud" or highlight all areas of revision including date of revision La I Received at the City of Tukwila Permit Center by: El 6 E ntered in Sierra on - G%' `C City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: DO 1-091 (, ,- , - , C T 04/2 7/0 I COPIES DATE REV. NO. DESCRIPTION 4 03/19/01 05/24/01 Architectural Plans (33shts) 4 03/13/01 05/24/01 Landscape Plan & Irrigation Plan (2shts) 4 03/08/01 05/10/01 Structural Plans (13shts) 4 03/13/01 05/16/01 Civil Plans (6shts) 1 05/16/01 ... PDG Response Letter to City PW (1 pgs) 1 04/16/01 ... City Structural Consultant Correction Letter (8pgs) 1 05/10/01 ... PDG Response Letter to City Structural Consultant (4pgs) 1 05/25/01 ... City Revision Form 1 04/27/01 ... City Correction Letter #1 (7pgs) DOW FLETCHER & ASSO( \TES 500 108th NE, Suite 1150 Bellevue, WA 98004 Fax (425) 646 -5904 PROJECT: Comfort Suites, Tukwila, WA TO: City of Tukwila, Bldg Dept 6300 Southcenter Boulevard Tukwila, WA 98188 ATTN: Brenda Holt 206.431 -3670 WE TRANSMIT: Attached Per your request x THE FOLLOWING: Plans Specifications Change Order x x x THESE ARE BEING SENT: For approval For your use As requested For review & comment Other REMARKS: TRANSMITTAL COPY TO: Shane Huish, Steve G John M, Gary F Jason H Phone (425) 454 -0029 Under separate cover Other x Shop drawings Copy of letter Other x 'Via Approved as submitted Approved as noted Returned for corrections Revise & resubmit SENT BY: Alan Miller, Architect 425 -456 -3608 TRANSMITTAL LETTER JOB NO 160 DATE 05/25/2001- FAX 206 -431 -3665 Deliver Samples Proposal For Bid Response to Bldg and Planning Dept (attached) Letters... 1. Per 4/30 phone with Ken Nelsen, the fire treated wood 2hr exterior wall construction complies with UBC 503.4.3 and the coder ref has been added to the Project Data notes on sheet #CS -1. 2. A keynote has been added to sheet #A2.1 for requirement to match approved colors. 3. A general note has been added to sheet #CS -1 for requirement of separate sign permits. (with enclosures) Please notify us at once. If ire enclosures are not as noted. thank you. REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7 /l0/ 0 Response to Incomplete Letter # fi gl. Response to Correction Letter # 0 Revision # after Permit is Issued Project Name: (~OPT Project Address: ?ZbO (t•STErz _ Contact Person: 4115€ IS Phone Number: 2CXo ' - &bgO Summary of Revision: t'�c M i t., T` E uJrn4 kJot .Ttaflei. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: i�V'll1 Et ( Entered in Sierra on City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd. Suite 100 Tukwila. WA 98188 (206)431 -3670 Plan Check /Permit Number: DO 0 - 1 08/30/00 (Cl Date: } 0 Response to Incomplete Letter # Response to Correction Letter # Revision # \ after Permit is Issued Project Name: City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 • REWSION SUBMITTAL • \ c' Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, far, etc. Plan Check/Permit Number: ` Project Address: .; .c k( ( ' r Contact Person: - e t , Phone Number: Summary of Revision: \ \ —' .,, Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: , RECEIVED CITY OF TUKWILA El Entered in Sierra on s PERMIT CENTER 08/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: J027 OZ Plan Check/Permit Number: D Qi-- 07/ [] Response to Incomplete Letter # (] Response to Correction Letter # Eg e Revision # after Permit is Issued Project Name: /"4 //re L Project Address: 700 fke Ce'.vv 'reef G.) Contact Person: 412441. a� Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: al Entered in Sierra on 5-2,1• Ca.- Phone Number: i2S- ZZ2• 7800 Summary of Revision: 4k 4ee /2 ei e3T/? a oeevitsc i A) of Vie access ou, a rf hm sae ein/ i `A > wk.% iS tyro ►4J o•v ateae4ed e/Th ie e4 e Side c/4ve y S/ ale 411./1 S A) o4 Y aA41c /lea/ (1 F1EGWVE (lire OF TUKWILA 20(1'1 PERMIT CENTER OS/30;00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL 1 Revision submittals must he submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: "7 te`0 0 Response to Incomplete Letter # 0 Response to Correction Letter # (] Revision # ? after Permit is Issued Project Name: C- r 4 en nT Stu 4, 4 /G / Project Address: 7Z00 t Ces✓,4'i G � Contact Person: Summary of Revn: Plan Check/Permit Number: -0/ QQ( eed C cv 6,7 . / Qccess C--/z Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0 Entered in Sierra on ,k(t1 Phone Number: � r -22 f --7So0 k l_. 7 M,_pEGENFn TUKWi( A PR 8 2002 PERMIT Car-r 08/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 "1 /— - Plan Check/Permit Number: ,60/-09/ El Response to Incomplete Letter # Response to Correction Letter # 0 Revision # J after Permit is Issued 7 44, t t /e/ Project Name: 001 Project Address: Contact Person: Summa f Revision: Phone Number:'? T 72 k x 2 7 CITY OF Tth("1" , n Sheet Number(s): .,rr,t 1►T CENTER "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 08/30/00 ITEMS CHECK Business Nctirte• Mailing Address: Phone Numbers Ownership Information Owner /Operator Business Name: Mailing Address: Phone Number's :(FORMATION Permanent Food ,vice H U t S k MM (t >f Ft) NS SCE H USK P • l 3 CID G� tee- WAY •A gelPia RECEIVED MAR 16 2001 SMILE KING CO 1 is required for the plans examiner to complete the review of the proposed project in a i " e BARE ble upon submittal. You may call in any missing information to your plan reviewer. Centr ! r F1 S HEALTH DEPT • 6 -4787: East Unir_orporated King County, North and Eastside Suburban Cities: Mike Bratcher (206) 296 -9741: ALDER SQUARE g County, South King County Suburban Cities: Mike Milbach (206) 205 -1903 03/16/01 1:07F11 )n OOOAI16743 blishment Name (Doing business PLAN REV 7 g l) l Pe S M O $239.00 ass: `"12 -UD FU t.l G t ✓ v•-/ A " / 1U L A 1 WPB 9 b l P 10 1od service establishment, if applicable: $239.00 or Information wner, Applicant or Agent): .. d*J t u'u thi � "SLJ► -t /� J S 0 C 5-tit 1 4 1 1 60 Project Scope Brief description of proposal GO ha`Tt r PL &2 K_ € s S ? n t � atles' [(]New Operation [ ]Remodel of Existing FSE [ ]Ownership Change [ ]Revision [ ]Other Offical Use Only General Health # Classification DDES /DCLU bate Submitted: Contact Log Date: Discussion: 03/16/01 1 :07Pf 0001416743 PLAN REV $239.00 • t FD°� pJJ R AR:CORpOFIATION 3• IOLDING,ACCOUNT ; 500 108TH N.E :' STE...1150• 13EI LEVUE,:WA'98004•. •'(425)•1`$4 'TAY 4O,.;'3:.... : � .: •':: ; ,,. ,.,.., .,. ., �•. ;i _ �.,,�• ;'��.,� ,. ; County.pept,.Of Public' Health >' ` ORO O THE l Two Hundred ThirtyN; .00/1 * *, *,�t * * ** * . * * * *�; * * *, . , ;• • King'Count4Dep Health '3.1:. _•..'�,r _ ;;.:� �' ::;���'r SgA.FIRST BANK • ` OELLFVUE AT FOURTH 6RANC } •' '. 415106TH AVE!N.E ?r fiELLE UE,'wA sago?". . ' : ,,F1 'j'.,;•..` • • MEMO ri ionize Z•d DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST.. # EXP. DATE CCO1 • AXIONCS9S5KJ 04/02/2002 EFFECTIVE.DATE,, „ 05/11/2001 AXIOM CONSTRUCTION SRVCS LTD 19028 203RD PL NE WOODINVILLE WA 98072 -5956 9681 -f'b8 (S2t') --- DLi.Kh And ntspluy C rtilic,t4. L yseje9 •C uaydelS d9a :I0 i0 02 inC Guestroom MM Dbi pueen King Obi Queen ADA King ADA LS1(Dbl King) LS2(King) LS1 ADA 1st Floor 2nd Floor 3. Floor 20 28 4th Floor 29 Total Rooms 40 4a Total 86 29 LS2 ADA Spa Spa ADA 138 Total ADA Total Connecting Opngs FNF/24T rno� WASh1YGTON S TA TC E n'..GY CODE 6EFUMY IN'SUU'11 TO THE L- VHS OF HE SURROUNDING :TTIrvSUL:TION SHALL DE FACES TAPL.m )UYDAPDN �S{NLL EXTEND DONTANARO F40MTHETOP OF F FOOrTNG,WMCHEVHt INCHES OR TO TH ON R7 -FOUR INCHES S .4 TO THE Situ SC SHALLBEPR OTECTED S Sit. EXiHJD DO �FROMTHETOP OF THE SLAB TU .:- m DOORS SNAL BE DETERMINED, CERTIFIED AND,ABELD IN ACCORDANCE MG- STANDARD -- TAGEH 7 , sED 9YT1,_- NA rro. 4ALFErvesRtano NRAnNGCCUIJCILM £RC). AS ONTHE RESM NnA� OR TIfc NP'JRESIDENTIAL MODEL SIZE IWEAT CA'N COEF= iCIE1FJ (SIiGq, SFALL aED_- .�.MInED CERTIFIED AND LADE(ED INACCORDANCE'NITHTHE RONAL �cNESTMilGti'P- +TIA'G COIMCK (NFRL'j STAfNARO BYCC 4nFlED, INDEPENDENT A(�IJCY.IICENSED eY THE NRC. EXCEPTI SHADING COE�u (SL) SHAL BE AN ACCEPTABLEALTCRNATE FORCOMPLNNCEWITH SOLAR HEAT GAIA'COEFFICIENTREO'J!RE UTS. SVSDING CO_ -ICIEMS FO.P GLALNG SHALL BE TAKEN FROM CHAPTER 2T OF T , CRS - z2 DRRa4 THE "IF - - A I S AND FLOORS SERA.: TING CONDITIONED SPACE FROM UNCONDITIONED SPACE SHALL BE PROVIDED MIN A VAPOR EXTFRIOR✓OINISAROUIJO w INDONS ANO DOOR £RAA,ESOPENINGS BE DEEM WALLS ANDHIUND6nONBETWEEN ALLS AND ROOFAND WALL PANELSOPErr ATPErvETRATIONS OFUTIUTY SERVICES TNRWGHWALLS FLOORS, AND WEATHER Ti.ER GPENIA'GSIN TI ENVELOPE SHALL BE SEALED, CAULKED. GASKETEO OR STRIPPED TO' ✓M,TAIR LFMAGE DOO RNDOPERABLEGAL'. MGSEFA�h: N'D, TKXJED F.4t>11 =NDInO.YCncv,ASHALLGE WEATHERSTRIPPED. IXE D PET BE E R R- RUNEDBv STOPS WRH SEALANT OR CAU.NIN3 ALL AROUND. EXCEPTION' OPENINGS MAT ARE REOI /RED TO BE FIRESISTAIR 10 BUILDING ASSEMBLIES USED AS DUCTS OR PLENUMS SHALL BE SEAL ED. CAUL KED,A. GASKETED TO LIMIT AIR LEAKAGE c \ LANDSCAPING C sib PL! N C 1 LP Y.CcAPE P L � MECHANICAL ( BIDDER -DESIGN, UNDER SEPARATE COVER ) SPECIFICATIONS ( SEE OUTLINE SPEC BOUND SEPARATE ) D O► TUKWILA, WASHINGTON ��CKIL . -�5�� Pl -/.�rS 50VN1� SEYS`LC'I� j EXISTING TOPOGRAPHY SURVEY C -3 S •LAN C-4 TEMPO . 4 -• EROSION AND SEDIMENTATION CONTROL PLAN C5 GRADING AND • IMAGE PLAN C -6 WATER AND SEWER C7 EASEMENT PLAN C-8 EROSION CONTROL DETAILS C 4.1 ELFC.TRICAI ( BIDDER -DESIGN, UNDER SEPARATE COVER) • STRIICTURAI (SEE t 54 PILE PLAN S3 POST TENSION PLAN S3 FOUNDATION PLAN S-5 2ND FLOOR FRAMI.' PLAN S-6 3RD FLOOR F•'.. LNG PLAN 57 4TH FLOOR-•' LNG PLAN S3 ROOF F: -t INC PLAN S-9 FOU ATION DETAILS 5 -10 P9 T TENSION DETAILS S -11 FLOOR FRAMING DETAILS S- ROOF FRAMING DETAILS 09 PL.'S S-E?'A.P -A^6) 11 IT DOW FLETCIIER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 crmg ARCHRECTUR L CS-1 -0 PROJECT DATA, SHEET INDEX SP-1 -1 SITE PLAN A -1.1 FIRST FLOOR PLAN A -12 SECOND FLOOR PLAN A -1.3 THIRD FLOOR PLAN A -1:4 FOURTH - LOOK PLAN A -1.5 ROOF PLAN & DETAILS A -21 BUILDING ELEVATIONS A -22 BUILDING ELEVATIONS A3.1 BUILDING SECTIONS A32 BUILDING SECTIONS A3.3 BUILDING SECTIONS A3.4 BUILDING SECTIONS A-4.1 WALL SECTIONS A-42 WALL SECTIONS A -5.1 DOOR & WINDOW SCHEDULES AS -2 FINISH AND EQUIPMENT SCHEDULES A-6.1 UNIT PLANS A-62 UNIT PLANS -' AS-3 UNIT PLANS A -7 -1 FIRST FLOOR REFLECTED CEILING PLAN A -72 SECOND FLOOR REFLECTED CEILING PLAN A -7.3 3-4 FLOORS TYPICAL REFLECTED CEILING PLAN A3 -1 PUBLIC AREA PLANS - LOBBY B LAUNDRY A32 PUBLIC AREA PLANS - MEETING ReNS &CONT BREAKFAST 4G-A3.3 PUBLIC AREA PLANS- POOL AREAS 8 RESTROOMS A -9.1 ELEVATORSECTIONS& DETAILS A -9:2 STAIR SECTIONS 8 DETAILS • ADA &WAC 50 DETAILS & SPECS -- ▪ — NOT USED - A -121 DETAILS A -122 DETAILS A -12.3 DETAILS 33 'A -124 DETAILS REVISIONS NO CHANGES Sp{\IIS(ON. ,;- SCOPE OF W T -OVAL OF TUKWILA M ( ISIO WLL P FU FEES. x�.O � 30E AMMON. RAN FILE COPY ider gland that the Plan Check approvals are II�L1 to olTO, and om sslons andappfovel of .cs not au:Iich a 1��8 v.-anon Oi con y .NI_LI ... V c,,n ri:E. Pec t copy G'Dppr plans acknowledged. I LTA. UY Orate• P� 2 -COMr ORT SUITES Sheet Title NEW HOTEL PROJECT DATA 7200 FUN CITY WAY INDEX SHEET TUKWILA, WASHINGTON I � �� %o FOR: 1 gj'AECHANiCAL I K ELECTP ?CAL ( 1 LI'''D "t {V AS Pt ?iT{G CI' OF TUKWILA I '$U G ILD:5 DIV /SION L _ 5 j COMFORT SUITES, TUKWILA WA PRO we:1,4'ra pRMEDTDESCRIPT/ON' CONSTRUCTION OF MEW HOTEL ATNE CORNER OF INTERURBAN AVE AND GRADY WAY INTrIi (': WA STORIES: GUESTROOMS R> D FURS NO FUN CENTER WAY NHWI, WA 98188 • FGA opso PnnNTAPAy 242304 4 }2EB FAMILY FUN CENTER INC 7300 FUN UNCETJTER WAY Y,WILAWA 98188 FX 42522 &7400 PH 426,04-5005 ZUSW0SiOE ZONING: DOW FLETCHER 8 ASSOC BOO 108THNE;, SURE1150 BELLEVUE WA 98004 FX 425-646.5906 PARICWS: 1 SPACE PER GUESTROOM PLUS 1 EMPLOYEE SPACE PER EACH 2O GUESIROOMS RFDUIRFIr 145 STANDARD (WO INCLUDG 5 ADA I Auto 81 Van, NA COAC'ACT(EN16f 145 S OT r1 TANOARD (9x20 INCLUDG ADA (5AVro8f Van) 'I - TOTAL _ LANDSCAPING: eEe R SIDEY REAR YO P aKINC�SLnNO NORTH; A., OTHER ORTH (RIVER) OTHER SIGNAL EAST EEEEV SOUTH ELEv WEST ELEV NuR rHEL Fn NlTI1= ;.>cY TE S GN PE nn /T �C'E� / =ED] GYM' EXi'/ 7L S /GNbG6 Lw0 Ft7pe EXPesNO ..a3,4 OP N,LL e U.YIFORM BUILDING CODE (1997, WAC (1998) BLDG °ODE. OCC'UPANCV GROUPrs .RESi SERVICES CONSTRUCTION TYPE: EfGHT MAX STORIES DESIGN LOAD DATA: WINO10, OROOR OOR LEV ACTUAL AREA:. PROP xS + FLOOR ,0960 - SUBTOTAL 24],0 SF 4THROOR BUILDING SUBTOTAL PORTE COCHERE Toi ❑ Design Phase ❑ Construction Document Phase -X For Permit Application 29 CM OF TUKWILA MOTEL 125 FT TYPE I PERIMETER FT TYPE I PERIMETER 0 FT 915 SF@IFSF PER RAKING SPACE 920 SF Q IO SF PER PARKING SPACE 92 2489 SF 2295 SF R -1 A3 ® 3C0 SF �i MAX 150 SF FOR WALL AREA S900 SF PLUS 10015 FOR 3X THE FEQMED SETBACK 123 SFoo s �1OPLUS.33 WACLAREA(3333 33,u33333 FOR :NA(LFAFA>3WOeYYO< w F 0 SF SF SF SF v1, , R (SPRINKLERED, AND FIRE TREATED t30 EDTERIOFWA,15) 1', FT u. W G - 7o7J Sp3g, g STORIES PER TSC SECTION 90.32.140, TABLE 1, AND SETBACKIXCEPTION Job No.: 160 Date: 3, /01 Drawn by D.S. sfi000 108000 200% 80000 112000 ALLOWABLE OCCUR 108000 A -, 4 , 2999 R -1 P SEPARATION: NORTH w+ FT EAS 606 FT SOWN 60. WEST 60. FT ALLOWABLE AREA/B: OCCUR ALLOW SF (1) STORY ALLOW SF (2) OR MORE STORIES R -f 13500 A-3 10500 Row ALLOWABIE INCREASE F- 21000 t00% (a YARDS) 21000 B R - 28000 ALLOWABLE (FORSNRINKLE INCREASE 800 0 30D% (FORSAINKLERS] 63 B 84000 Sheet No. P oRATIO G5 Big oxlF<uox VICINITY MAP NOT TO SCALE GuesVOOm Mix Dbl Queen King DOI Queen ADA King ADA Dbl Queen L King L DM Queen L ADA King L ADA Jacuzzi Jacuzzi Jacuzzi ADA Total et Floor 2nd Floor 3rd Floor 14th Floor I Total 20 30 30 89 7� 71 30 2 6l Too ANOSCAPING LO -1 LANDSCAPE PLAN MECHANICAL ( BIDDER -DESIGN, UNDER SEPARATE COVER ) ELECTRICAL ( BIDDER -DESIGN, UNDER SEPARATE COVER ) SPECIFICATIONS ( SEE OUTLINE SPEC BOUND SEPARATE ) C TUKWILA, WASHINGTON CIVIL C -1 GENERAL NOTES C -2 EXISTING TOPOGRAPHY SURVEY C -3 SITE PLAN C-4 TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN C -5 GRADING AND DRAINAGE PLAN C -6 WATER AND SEWER PLAN C -7 EASEMENT PLAN C-8 EROSION CONTROL DETAILS STRUCTURAL S -1 GENERAL NOTES AND SCHEDULES 5 -2 PILE PLAN S -3 POST TENSION PLAN 5-0 FOUNDATION PLAN S -5 2ND FLOOR FRAMING PLAN S -6 3RD FLOOR FRAMING PLAN S -7 4TH FLOOR FRAMING PLAN 5 -8 ROOF FRAMING PLAN S -9 FOUNDATION DETAILS 5 -10 POST TENSION DETAILS S -11 FLOOR FRAMING DETAILS S -12 ROOF FRAMING DETAILS S -13 SCHEDULES Date Revision DOW FLETCHER Hotel Design and Construction Dow Fletcher Sc Associates 500 108th Ave. NE DAs 11 Q CS-1.0 PROJECT DATA SHEET INDEX SP -1.1 SITE PLAN A -11 FIRST FLOOR PLAN A -12 SECOND FLOOR PLAN A -1.3 THIRD FLOOR PLAN A -1.4 FOURTH FLOOR PLAN A -13 ROOF PLAN & DETAILS A -21 BUILDING ELEVATIONS A -22 BUILDING ELEVATIONS A3.1 BUILDING SECTIONS A32 BUILDING SECTIONS a?. UM W& A-42 WALL SECTIONS A3.1 DOOR& WINDOW SCHEDULES A-6.1 UNIT PLANS A-62 UNIT PLANS A -7.1 FIRST FLOOR REFLECTED CEILING PLAN A -72 SECOND FLOOR REFLECTED CEILING PLAN A -73 THIRD - FOURTH FLOORS TYPICAL REFLECTED CEILING PLAN A -91 ELEVATOR SECTIONS & DETAILS A -92 STAIR SECTIONS & DETAILS A -111 ADA &WAC 50 DETAILS & SPECS A -121 DETAILS A -122 DETAILS A -123 DETAILS A- ce -5 COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TURN A WASHINGTON Sheet Title PROJECT DATA INDEX SHEET COMFORT SUITES, TUKWILA WA PRO IF, DATA P CONSTRUCTION OF NEW HOTEL AT NE CORNER OF INTERURBAN AVE AND GRAVY WAY IN TUKWILA WA pFnl' �AOPft CENTER WAY R%4'M(A WA981B8 f f nESCR/PTIONIAPN' 4152EB HUISH FAMILY FUN CENTER INC 7300 FUNCENTER WAY Kw/Iµ WA 98/86 FX 4252257400 PH 4252045005 DFS /FNFR FLET6IFRSASSOC TH NESUHE 1150 FX (25 UF- WA 96lAM FX 625646,506 PH 0255650029 ZIMULLGS120E, CITY OF RAW/LA 20.16 WO USE HOTEL PARKING. 1 SPACE PER ...LOOM PLUS> EMPLOYEE SPACE PER EACHTO GUESTROOMS BEOUBEQ STANDARD (9s20) INLYUDG 5 ADA l4 Avto 1 Van) NA COMPACT W 216) TOTAL PROPOSIE 1M ST 09x2]) INCLUDG 6 ADA IS Auto e 1 Van) 153 TOTAL S/GNA FPrr.N EDDLLTELL NORTH ELEV EAST REV WEST ELEV B1 pD 7PLN2 02001R. UNIFORM BUILDING COD E(MR. MAC (10916 a esEMe [v a e _. .S CONSTRUCTroNTYPE :PLR KLE FED, AND FIRE MEAT. WOOD EXIFIROR:,ALI`�'�' Maz :PLR ' ;:._ MAX STORIES STORIES N eowa6Ta sE/snrrczav Arl ./A. NORTH H EM v NA SOUL ELEV WEST E./ WI. LOAD PROPET LINE SEPARATION 2423040013 TYPEI PERIMETER TYPE I PERIMETER " SF�155FPEft PARKING SPACE 9K SF�IO SFPER PARKING SFACE 92 24>M SF N SF 300 SFg MAX10 SF FOR WALL AREA 5000 SF PLUS 100% FOR 3 XTHE REOUI RC� S ETeA CK 123 SF12TO PLUS .02 WALL AREAF3632)MINUS 3000 FOR WALL AREA] 3000 ANDS 5000 SF ALLOWABLE AREA. POMP ALLOW SF NI STORY ALLOW SF (2) OR MORE STORIES 12-1 13500 900 B 10900 2NDFLOOR 3RD FLOOR ALLOWABLE INCREASE 14 YARDS) ALLOWABLE INCREASE IFOR SPRINKLERS) 4 1X 00 6 SUBTOTAL COCHERE TOTAL 6292 ❑ Design Phase ❑ Construction Document Phase x For Permit Application 61000 300% 1 2 00 63000 BOOM BA00 M00 occuP ALL � Ra Bwm 112000 B Job No.: 160 Date: 3/$/01 Drawn by. D.S. 54696 42600 CEPTION :tatters., t stabled ID err Ct,T.:m 3 are l OTC"al aJCV:fslg Rif Rem \d _ 3 no Sheet No. CS-1.o ELEVATION 6 CONC. CURB - TYP. DUMPSTER H W TIO DECK MTL. 6' HIGH 1 '.I: - 2FT SQ - • PLI = .WITH. CO T.W HOTEL -_ PATIO ' FT So 5 • --.AND. -- - FOUNTAIN BY POOL CONTR. .57a..a G R PARKING AC: CMU COLD S " ()ME " W PARK - TY, 1 12 SLOPE AMOND TTERN AMPED \S ALTERNATE ACCESS DR UBJECT TO DOT APPROVAL 34'-77 SLOPE UP TO CURB SLOPE UP TO CJRB RAMP Date Revi ion 01 efl 4/0- Sj 2¢ 6" CONC. CURB - TYP. STAMP-ED '.:KONG T,T OIRECRIONAL' SWN- . 'TN RANGE °' EXIgTING12°61(GE/P DESTRIANFPATM °•" Job No.: 160 FUTURE -/_ IXPANSION ® PATIO FENCE 3/8" - i' -0" PARKING SIGN AS PER U.B.C. STAN SPECS AND O.T.C. SIGTh STANDARDS ASPHALT PAVING TO TOP OF WALK CONC. EXTRUDED WHEEL STO AS REQUIRED MAXIMUM SLOPE OF PAVEMENT 1:50, FLUSH AT CURB RAMP 2" PAINTED STRIPES - TYPI INTERNATIONAL SYMBOL FOR ACCESSABILITY - TYPICAL 6" CONC. EXTRUDED CURB W.I. FENCE 2, SQ SPLTFACE CMU COLUMN I -. SECTION 1:72 MAX. VAN 5' -a ANaARa ° HANDICAPPED PARKING NTS NEW ACCESS DRIVE SEE CIVIL FOR INFO 4 ADDRESS AND DIRECTIONAL • FUTURE . EXPANSION f SITE PLAN .�,. 6 SEE CIVIL IFDATI0N I DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY Sheet Title SITE PLAN ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application. INDICATES PARKING LOT LIGHT POLES - TYP. INDICATES NUMBER 06 PARKING - SPACES'- TYP. Date: G1 Drawn by: D.S. MEAN HIGH WATER MARC (EL-18.0 t) , _� HIGH IMPACT ENVIRONMENT OMIT 1 =00' BUILDING SET -BACK LIMIT Sheet No. 60 LOW IMPACT ENVIRONMENT LIME S P-1 , III TRASH ENCLOSURE FUTURE EXPANSION Date Revision I DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Site 115n 1" = 20 -0 7200 FUN CITY WAY TUKWILA, WASHINGTON SXIstrhiG 12' HIKE/PEDESTRIAN PATH '" COMFORT SUITES II Sheet Title NEW HOTEL SITE PLAN bot---691 Cl Design Phase ❑ Construction Document Phase ❑ For Permit Application Job No.: 160 Dote: 3/$/01 Drawn by: D.S. MEAN HIGH WATER MARK ( EL =1B.0 t 0' HIGH IMPACT ENVIRONMENT UNIT i ~ =00' BUILDING SET -BACK LIMIT Sheet No. 60' LOW IMPACT ENVIRONMENT LIMIT SP-1.1 MECH /FIRE SPRINKL€R- POOL EQUIP. !EXIT slcN I IHIGM PND ROW I I I I - 1-HR OCCI)PANCY SEPARATION WALLS WALL TO UNDERSIDE OF LANDING 11021 11041 1 -M2 OCCUPANCY SEPARATION W 11061 SPA SQ. D.S. \HANDICAPPED POOL ACCESS UFr - SEE SPECS TO BE SU. /MAIN POOL AVE 4' DEEP SEE MFRS. SHOP D . AND SPECS. \\ To BE SUBMITTED F R PERMIT BEFORE INSTALL/MO. 14C,.p,N Ca- LANE OF 2ND FLOOR ABOVE 14 BCARDRM. ELEV. EQUIP. co T. EXIT 4'1 BREAKFAST (A -3) .Ay MAINTENANCE _ / ) OM - Cit 2 LAUNDRY BITE AIR ROOM 1 -HR OCCUPANCY SEPARATION WALL UNE OF 2ND \ FLOOR ABOVE '0 6 ECH. Q -I I I MI .I I. LMBO. WALL HIGH MND LOW 15 aoNC.IWa -L I 4 2 1S -0 1S -0 HR. WALL 3' S0. D.S ENCLOSURE UNCONDMOND SPACE) 6 HIGH UPPER CONC. O - CU pA1.TT .) 0 a SINK 57 I MM. RINSE HAND - NK SINK Revision 21 A 13' -0' 13' -0 SQ. D.S. EXT. WALL EXT. WALL EXT. WALL 1 ST FLOOR PLAN 1 /6' = Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE soon 1100 DOW FLETCHER COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TUICNILA WASHINGTON d / -c.)91 KEY 0 500 cp SEE O m01 FIRE © FlRE EXIT 0 R SCHEDULE - SHEEf A -5.2 NDOW SCHEDULE - SH Er A -5.2 S ROOMS EQUIPPED FOR THE HEARING IMPURE) - SEE SHEET A PULL STATION 12 Sheet Title - n ❑ Design Phone n Job No.: 160 1ST FLOOR PLAN ❑ ^ onstruction Document Phasz Dare: 3 /' = %Ui ❑ For Permit Application 1 Drawn by. D.S. XRNGUISHER CABINET 7 -0 O.C. SGNS SOME HIGH AND LOW P B.C. 1007.6.2 AS ED ON PLPN - SE NOTE ___ ER SHEEf __ .CAPPED FlXTURES S� E SHEEf A -10.1 RaOR NOTES: PRO F CHASE r ks Ec 4kn WALL ppENINGS PER BIDDER UESIGN 1CCti WD ELECTR!CPL PND COORDINATE WTTH ARC.YREIT AND S0RVC;OPAL ENGINEER. 10. 11: 12031 I EXIT SIGN] I HIGH AND] LOW ,��,,jj� 12051 M. 11 FT1 %f =HUN I UN t • 1 111111► 4111111► AMI 1:S 1 '2 12151 LS1HC 12191 1221 12231 12251 12291 12301 12351 12361 12181 lair , 1 ISM a i i m1 1s mri 12371 S I1M 1 11* 1 111111► '.111111► AREA FOR EVACUATION ASSISTANCE w/ TELE COMMUNICATIONS TO FRONT DESK 1 2421 •I 1 1111:8 STAIR WALL 12021 12041 12061 1S -0" 13 -0" 13 -0" 13' -0' 13' -0" /3' -0' 73'-0 2ND FLOOR PLAN .4) RFF L 0 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 COMFORT SUITES EXT, WALL NEW HOTEL 7200 FUN CITY WAY TUKWILA, WASHINGTON 7 8� 13' -0' 19 20 21 22 23 24 13' -0 13 -3" 1o• - '-0' 3 Sheet Title 2ND FLOOR PLAN EXT, WALL EXT. WALL ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For KEY Ca. WALL EXT. WALL O SEE DOOR SCHEDULE - SHEET A -5.2 0 SEE 'WINDOW SCHEDULE - SHEET A -5.2 O INDICATES ROOMS EQUIPPED OR THE HEARING IMPAIR D - SEE SHEET FIRE ALARM PULL STATION 1 0 -0" O.C. © FIRE EXTINGUISHER CABINET 5' -0 O.C, EXIT SIGN EXIT seas SOME HIGH AND LOW PER I. :.C. 1.6.2 AS (MARKED ON PLAN - SE NOTE SHEET _ O FOR SCHEDULE C IM FlXRIRES TEE SHEET A -10.1 FLOOR PLAN NOTES: 1. PROVIDE .ASE AREAS AND WALL OPENINGS PER BIDDER DESIGN MECN AND ELECTRICAL AND COORDINATE WITH ARCHIrEOT AND STRUCTURAL ENGINEER. Job No,: 160 Date: 3/19/01 Drawn by D.S. 160.01 -2_ SO. DS. Sheet No. A- 1.Z !U , of Sheets lal 1 W -0" 13' -0 13' -0 O 13' -0' © 15' -0" 13' -0' 17 13' -0 13' -0" 13' -0' 13' -0' 13' -3' 2 13051 13091 1 3101 I. —I 13131 13191 INN 1111 MIK •I 11. 1 — I C3 :1 L 1 ■ in II I. I 111 111►, 13331 f 4.1 i i 1 111111► : —Ii I PPM 13381 13401 13391 :its; .1 I • L IJ AREA FOR EVACUATION ASSISTANCE w/ TELE- COMMUNICATIONS TO FRONT DESK STAIR WALL 4111 411114 e e 4111111► 'I ' 1 � • i mum* m ■s X111 III► 1 111 AL' 111► 1 - I 1 1 1 , , 1 CORRIDOR I - I WV 1 I I V I I I 1111111► ` , .1111 HO B '' 111 o ° 4111111 awl ni hi 02 as FOR EVV AN. / UN TIONS DEK EXR $IGNI HIGH ANDS LOW 13031 (3041 V/ EM. SO D.S. Q 1 3141 1 3201 1 3221 13251 13271 3 S0. D.S. lVJ 3RD FLOOR PLAN = ,._a. WALL Revision I DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 1(1Rth Our. NF RT. WALL O �� 7200 FUN CIT WAY A anain NEW HOTEL COMFORT SUITES Sheet Title 31 50. D.S. 3RD FLOOR PLAN EXT. WALL EXT ❑ Design Phase ❑ Construction Document Phase El For Permit Application KEY EXT. WALL 0 Sc DOOR SCHEDULE - SHEET A -5.2 S E WINDOW SCHEDULE -I SHEET A -5.2 O WINGATES ROOMS EQUIPP D FOR THE HEARING IMP FIRE ALARM PULL STATIONI 120' -0 0.C. © F° EXTINGUISHER CABIN 75' -0 O.C. FLOOR PLAN NOTES: 1. PROM, CHASE AREAS AND WALL OPENINGS PER BIDDER DESIGN' AaE': +i. AND ELECTRICAL AND COORDINATE WITH ARCHITECT AND STRUCTURAL ENGINEER, F1, Job No.: 160 Date: 3/19/01 Drawn by. D.S. SO. D.S. RED - SEE SHE EXD SIGN EXa SIGNS SONS HIGH AND LOW PER :.C. 007.6.2 I AS O MARKED ON PLW - NOTE SHEET H/..PPED FIKTUR SEE SHEET A -10.1 FOR SCHEDULE Sheet No. A - 1.3 0 120 .' -C" 10' -0" 12 13 -0" 13' -0' `:J LJ EXIT SIGN H. AND LOW 14021 1 14031 14091 ! � IIIINK I. •�I 1 i I l L I 1 111 11 1► ill► 14101 4 11 4 1. ®7 4111111► o in11S X115 14181 14211 11 *I 1•f 14201 14221 41111111■ ®111► � � le F' •i ii ;i1 ■ 14231 14251 1 111 111► :1I MN 1 1 10 14331 14351 14371 14391 I AREA FOR EVACUATION ASSISTANCE r/ TELE COMMUNICATIONS TO FRONT DESK STAIR WALL AR ASS COM FRO F OR EVAC TI AN • / U UNIC TIONS TO D E K X111 ► e-o • I � , r m,Na d 1 52 �1 • ®® 4II 11 � � X11 i �, s 1 � � o �� IMPOT CHUTE 22" X30' ATM HOUSE KEEPING 14341 P 11 1 111111► ®® 1 111 UV 3 1111- 4TH FLOOR PLAN 1/B• Re Sion 3 2 4/12- 2/s _. I DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE S „rtP t T 5t1 NEW HOTEL 7200 FUN CITY WAY TUKWILA. WASHINGTON 17 Doi - oil COMFORT SUITES Sheet Title 4TH FLOOR PLAN EXT. WALL ❑ Design Phase ❑ Construction Document Phase ❑ For Application KE 23 SEA DOOR SCHEDULE - SHEET A -5.2 2Q SE WINDOW SCHEDULE - O eI5 cATEs ROOMS EOUIPPE A Fl ® Fl EXIT S. ALARM PULL STATION EXTINGUSHER CABINET 75' -0' O.C. Job No.: 160 Date: 3/19/01 Drawn by D.S. HEFT A -5.2 EXT. wALL FOR THE HEARING IMP - SEE SHEET EXn SIGNS SOME HIGH AND LOW MARKED ON PLAN - EE NOTE ___ PER SHEET 0 HANDICAPPED FIXTURE SEE SHEET A -10.1 FOR SCHEDULE FLOOR PLAN NOTES: 1. PROVIDE CHASE AREAS AND WALL OPENINGS PER BIDDER DESIGN AND ELECTRICAL AND COORDINATE WITH ARCHITECT ANU STRUCTURAL ENGINEER. She et No. A- .62 AS .4 A -10. 1 ,6R CH f - -* METAL NG SCUPPER r ovERa AND 3' S0. D.S 4" CONT. GUTTER XL W ALL ! J SINGLE -PLY RDOR 13 • 11.111 ""'"'"111111111HINI ■1 1 ! 1111111 E..—II�1■111111I�._ I ®�II1M� Imo' L��,_ L M n� =L _ �n� 1r� NoR -sLp 1111 1111111111111111Ni 1111111111111 SO. D.' 1 I! - PER FT.I , 3 DS I , _ .n�� I rt I I © 1/2 g STL MANDRNL SLOPE MN. 1/4 'ER FT. SCUPPER w/ OVERFLOW AND 3" 50. D.s. 1S -0 ROOF PLAN T REF. SCUPPER w/ DVERIOW AND 4 50. Ds. FASii� CsU DOW FLETCHER 1 Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fax: (206) 646 -5904 r NEW HOTEL 7200 FUN CITY WAY TUKWILA, WASHINGTON EXT. WALL PPER r/ OVERFLOW 3 SO. D.S. Do 1- 0 9/ COMFORT SUITES Sheet Title ROOF PLAN 121%11... c,o ROOF PLAN NOTES: 1. PROVIDE ROOF OPENINGS AND PARMEr SCEE RNING PER 4 ' 910DER DES AND ELECTRICK ce s w / Q2ut AND, cro AS1cacr Y' � EXT. WAIL ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For Construction Job No.: 160 Dote: § /01 Drown by O.S. 160,11 -5_ CAD RIP' n115111 SCUPPER w/ OVER AND 3 SO. DS. EXT. WALL E.. WALL Sheet No. SCUPPER r/ AND 3' SO AT LOWER o f of Sheets 3RD FLOOR 1ST FLOOR METAL ROOFING E W.S.EC. (NON - RESIDENTIAL AREA ST ELEVATION FLAGS PO METAL SIDING 2 -COA WISH - w/ ELFS. T FINISH TW. 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NTL LOWERED VENT akkiik ■ liVirl ryp SN1 - ri - 1 F � MIN BATH BATH m B-TH BATH I BATH ® ' IIIIIIiii1 Ii ,„, 1 1/2' $ STEEL HMORML AT 1 1/2' O BUILDING SECTION 1/8" = 1 - Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue. WA 98004 fL.co Ah.E Lt 12" X 12 V NIL LOUVERED VENT DOW FLETCHER Hotel Design and Construction COMFORT SUITES NEW HOTEL 7200 FUN CRY WAY TUKWILA, WASHINGTON Sheet Title BUILDING SECTION D� q/ ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application I ❑ Ready For Job No.: 160 Date: 3/19/01 Drawn by. D.S. tan e_z_1 Sheet No. A-3. TOP PLATE Chpate 77171771171777171711MUMM717177777,7,77 'WM t77717707117717771771777177 77■7,7.77777,7777.1veu 7771wo Ym 7711771771 rlimiToM17, 7, 7., 77„ 7, 7, 7,., 777.w. 7777777777 7777e ‘ 7 717 vz MT! t77777 7 7 7 7 7 7 rimmTrnrr_ BEDROOM BEDROOM BEDROOM BEDROOM BEDROOM BEDROOM —131e—ELATE---- 4TH FLOOR 3RD FLOOR 2ND FLOOR 1ST FLOOR AT TOP 0 BUILDING SECTION I DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Yvito 1050 COMFORT SUITES p Sheet Title BUILDING SECTION NEW HOTEL 7200 FUN CITY WAY TUKWII A WASHINOTON 0 Design Phase 0 Construction Document Phase For Atpplic= — TTP. Job No.: 160 Date: 3/19/01 Drawn by: D.S. AT TOP Sheet No. A-312 ■ e Re 'sion I b 412-4- / DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fax: (206) 646 -5904 _ COMFORT M f O R T SU I TES NEW nC ?EL 7200 FUN CITY WAY TUKWILA, WASHINGTON Sheet title BUILD (i V A' G SECTION CTI O ❑ Design Phase ❑ Constructi Document Phase ❑ For Permit Application ❑ Reed or Construction Job No.: 160 Dote: 3/19/01 Drown by: D.S. 160_A-3-3_ CAD FIe:031901 NOTES: CONNECTION DEMCES SHALL BE ro MW TYPE AND BASE LATERAL BRACMG AT 1Y -0' MAX EA WAY NABN RUNNER TO STRUCTURE) BEGIN BRAONG WHIN 6' -0' OF PERIMETER AID 2 (MAXIMUM) FROM CROSS RUNNER ROOMS LESS THAN 114 �. FT. W NO REQU IRE BRAONG IF ALL FOUR VIALS ME BRACED INDEPENDANRY T NE EL HANGER NTNN B' BLOC STRUCTURE STABILIZER E 6' MAY. 6 -0' Mex AR O PERIMETER I l SUPPORTS O/C E/W TRAPES LARGE OBSTRUCTIONS (/12) O SUSP_ CLG. SEISMIC BRACING ARP MaiM id i VAN410414P i► a?e ll1 041 ►.4p0,4VVOMW -- -- - -- - +1 -_ - AIi MA i�f i�R Np^ � m - -... -- -- - - - - — -. - _ I 1 1 1 I I 1111j111Q111111111 ) I 1 1 1 1 1 11j 1 1j11 - 1 III1 11fl It lllli l llTi /1111 .IIII HIFI It t1 �11 1I..1 IHI 1 I I 1 ., t. III, 1. x n�3 _ - - - - - - -- II MII I I IUL11 i1 N111111INI,111fu111l 7 Mllullr ilHl `uu I ilil lillli � lil1 1111111 itt111i 1111111 t1i111� 1 I 1 t Itll! 1t,F1' f.R 11� 1111 11fI 1111'. 1111' HII�. t1+I' Ilil' NI' lll�l T N- Lllrrrrrrrr�rlrN „�iL1I1�1�11Ir.: � � i ce• • III 1111111j1 1'tMMI 1 IIIlg111 11IQ11V 44hid 7ll 9h41F1 IT141i ' BEDROOM t t I N�iI lll�llt4 I I Ili I` IE1[111�� ail �I� �i�i� �l BEDROOM BEDROOM METAL HALIDE UPLIGHF BEDROOM BEDROOM LIGHT COVE ARCHED CEILING CONT. BREAKFAST O BUILDING SECTION Sheet No. A -3v _of Sheets swwi+ itrlttlllitlr 7II II �' 111!. I 111 �I'lll 11111!1. !IHl 1111 iL1�14114441i�'1- 44444441.. a! w ww a .w 11 I1r11 Il :7 — aw�w r� w wl 4 wws_Iw I " �[; i, r..- 1.! 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FLOOR SLAB BEDROOM BEDROOM BATH BATH 1�� 4'144'411444 414'4 ' 1 141 y1g41 4t i 44t 8 4 441 14 441! 4444!'1!1 I '444d '41M!. 4444' 14Ni 144%4 'i44!411T■1 LY.∎ 'S!1?)111, t4.'. 1.11'tlrt. It Itll'tIrlIltl IIII'llll 1111'1.11 111 111 I' 1.'11 . 1' I t 1 ull 1'1:1 I�lr 1111 {111 :1111 1 11 1111 Illl 111 VI 1 111 1 1. 11;4 1 411 1 1 1 1 1 1 1 1 1 1 '1 4 ; Il h44 1 1: 44 1 11 111 11 1 1 1 / 11 441 I� 1- O BUILDING SECTION DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fox: (206) 646 -5904 HALL HALL COMFORT SUITES NEW HOTEL w 7200 FUN CITY WAY TUEWEP, WASHINGTON B4TH U U U U U U •U- v Doi -a9/ MEETING ROOM BEDROOM BEDROOM Sheet Title BUILDING SECTION ❑ Design Phase ❑ Conction Docum Phase ❑ For Permit Application ❑ Read For Construction iJ P.TAC. — T1P. Job No.: 160 Date: 3/19/01 Drawn by: D.S. CAD File:031501 -4— TOP PI ATP 4TH FLOOR 3RD FLOOR 2ND FLOOR 1ST FLOOR Sheet No. -3 . 09)1 Sheets METAL COPING— \SLOPE 1" PER FT. `OW SIDE HIGH SIDE 2 X6STUDS AT 16' O.C. ia1.G tva4C FienaS- 9TP 18" A 12" A Z 2 -COAT SETTW "X" G /E.LF.S 5/8' TYPE X GYP. . SHEATHING TYPE OVER PLYWOOD SHEATHING (SEE STRUCT. )WGS) R -21 FULL BATT INSULATION SEE FDN. PUN ^ FOR FTG. rd ` i \ IOR 2 - 2 X 6 TOP PLATE 3 COAT STUCCO OVER w/ ELF.S. FINISH SYSTEM OVER 5/8" GYP. SHEATHING TYPE "X" AND 1/2" C.D.X. RAE sRS.7., PLYWOOD SHEATHING "Z" FLASHING CLASS "B" SINGLE PLY 2 -DYERS 5/8" G.B.X. 7 81155 = 2 X6 DBL TOP PUTS 2 LAYERS 5/8" G.B.X. OVER (215/8" G.B.O RC -1 RESLI CHANNEL X 651LL 5/8" G.B.X. O RC -1 RESIDE CHANNEL / 2X6PESS TREATED R SILL SEE FDN P - SCALE 3 / 4 - _ , 2, -/e N9- T= 7b<� .W 24- x• — " I.OVI b6JAft.tACre PIT+Q AKE SLDCdr.C., MIO}T7" �; (MOVE to FT sfCr, V G CORRIDOR tiietiih! 2 X4 AT 16" 0.C. 2 - LAYERS 5/8" C.B.X. r7�i?i1 I 2 DYERS Nit IIKERSIsIE sZsII 2 -LAYERS 5 /8" G.B.X. MIL VISQUEEN BARRIER 2X4 DBL TOP PLATE 5/8" G.B.X. /2v oil. OVER 'I CHANNEL RESaJEM CHANNEL I2 X4 STUDS AT L15 0.C._ Vim-.' kS F.", .GA f r.e.n✓/ R0AA /4, L-a• r ' U.L. DES. U334 I r C f ___ FING ULATION GS. ROOF TRUSS 2 - LAYERS 5/8" G.B.X. 2" SOUND GLASS FIBER INSULATION 2X4SILL -HR. SUSP. CEIU G 2 - LAYERS 5/8" G.B.X. OVER RC -1 CHANNELS EACH SIDE 2 X 4 PRESSURE TREATED SILL - SEE FDN. PLAN a> -In. 4/24 U 7 dE SAW' Re vi on 2 % 4 ROVER w/ 16d AT6 "0 3 1/2" SOUND BATTEN INSULATION EACH SIDE OF WALL 5 /8" G.B.X. 00 . 1 /2" SOUND BD. BASE BD 4" SOUND BATT INSULATION BASE BD: (__ CARPET & PAD 4" SOUND BATT INSULATION 3 1/2" SOUND BATTEN INSULATION EACH SIDE OF WALL SCALE I DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fax: (206) 646 -5904 CUSS 'B" SINGLE PLY ROOFING R -30 RIGID INSULATION SHEATHING SEE STRUCK DINGS 2 - LAYERS 5/8" G.B.X. ISIM. U.L. DES. 0334 2 X 6 DM_ TOP PLATE 2" SOUND GOO'S FIBER INSULATION 5/8" G.B.X. OVER RC -1 RESQIENT CHANNEL AT 24" O.C. 2X4 STUDS AT 8" O.C. STAGGERED EACH SEE OF WALL e SPACRE EACH SEE 255/8" = X. OVER RC -1 - -o DENT CHANN 2 X 6 RESSURE TREA SILL - SEE FD PLAN P 1 HR. PARTY WA ILL 1" GYPCRETE ON 3/4" T & G PLYWOOD FLOOR JOISTS SEE STTRUCT. DINGS. $' CVFRR RC -1 CHANN a (•ew1tx v( pi ICV.S w FLOOR JOISTS SEE STTRUCT. DINGS FLASHING NEW HOTEL 7200 FUN CITY WAY TUKWILA. WASHINGTON *2 % BLOCKING < CUT TO SHAPE —.. ARCH 2 - COAT STUCCO_ 5 / 8" TYPE "6" GYP. SHEATHING TYPE OVER E_T_ PLYWOOD SHEATHING (SEE STRUCT. DYES) BLOCKING - SEE STRUCT. DINGS. R -21 FULL BATT INSULATION Sirw EFP P.ASHING nay,' LP (.,=. E1Ey ) FLASHING NSULATION VINYL WINDOW FRAME v 2 X 6 SILL FLASHING /� GYPCRETE ON H.VAC. 'UT T & G PLYWOOD 2 - COAT STUCCO / ELFS. FINISH OVER 5/8" TYPE "X" GYP. SHEATHING TYPE OVER FT_ ▪ PLYWOOD SHEATHING SEE STRUCT. DINGS) Elz # PPC - 435¢ a tR 62 "." 2 X ST AT /�' FULL GATT 8" O.. STUDS -2 C. UDS STAGGERED EACH SIDE OF WALL w/ 16" SPACING EACH SIDE COMFORT SUITES 26 GA GALV. FLASHING SLOPE 1/4" PER FT. OVER BUDDING PAPER BAIT METAL ROOFING OVER BUILDING PAPER OVER n- PLYWOOD SHEATHING (SEE STRUCT. DINGS.) SLOPE 1/4" PER FT. -30 BATT INSULATION 2 /8 - " G.B.X. LAYERS 5 2 X 6 DBL TOP PLATE 2 -LAYERS 5/8' 0.8.0. ( - GB.x. RC -1 RESN CHANNEL BEAM - SEE STRUCT. DINGS 2 X BLOCKING CUT TO SHAPE ARCH NG a MYOS,fkW �ronx .o' 41/a) INSULATION FILL 0 SOUTH EXTE A R WALL / WOW. SILL ti ? i iii�1�� lii._+ili iii INSULATION III I, �5/8" G.B.X. S-,4 RC -1 RESIDE T CHANNEL ✓ * HEADER O TYP. UNIT WOW_ SCALE: 3/4", -I' Sheet Title WALL SECTIONS AND DETAILS INTERNAL COND DON DRAIN CONNECT TO D N SYSTEM LOCAL CO t REQUIREMENTS 2 - LAYERS po i -o9i ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For Construction 2 COAT STUCCO / E.LF.S. FINISH OVER 5/8 . TYPE "X" GYP. SHEATHING TYPE OVER RT_ PLYWOOD SHEATHING (SEE STRUCT. DYES.) ( U.B.C_ 21.1.1 Job No.: 160 Date: 3/19/01 Drawn by. D.S. 160..t4 -1_ CAD File:031901 METAL SIDING OVER BUILDING PAPER D.cey, 5/8" TYPE "X' GYP. SHEATHING TYPE OVER WT_ METAL ROOFING OVER BUILDING PAPER OVER PLYWOOD SHEATHING (SEE STRUCT. OWGS.) 2 X 4 STUDS AT 16" 0.2 PLYWOOD SHEATHING (SEESTRUC7: DwGS.) 'Z" FLASHING N Nal T'LT fgPiwe R -30 RIGID INSULATION ROOF S SEE STRUCT. DINGS. Sheet No. A - 4. 1 of Sheets JUL 1 :I: _ WAL L ae Rem t _ _ 1 DOW FLETCHER Hotel Design and Construction EXTERIOR WALL I U.B.C. 18_1.6 1 Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 96004 Telephone: (206) 454 -0029 Fox: (206) 646 -5904 7200 FUN CITY WAY TUKWILA, WASHINGTON 2x4 DEC TOP PLATE 6" SOUND BATT INSULATION 2X4 SDOSAT 16' O_C_ . J 2 X4SILL 5 /8" G.B.X. OVER RC -1 RESILIENT CHANNEL 2 -LAYERS 5/8" G.B.X. 3 1/2" SOUND BATTEN INSULATXXJ COMFORT SUITES Sheet Title NEW HOTEL !I WALL SECTIONS AND DETAILS CLASS "B" SINGLE PLY ROOFING R -30 RIGID INSULATION OOF SHEATHING SEE STRUCT. DWGS. Doi -o9/ 2 X 4 NAILER w/ 2 - LAYERS 2 - LAYERS) 164 AT 6" O.C. 5/a" ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Applicotior, ❑ Ready For Construction PRE�ENGNEERED TR �S 3 1/2" SOUND BATTEN INSULATION EACH SIDE OF WALL 2- LAYERS 5 /8" 3 1/2" SOUND BATTEN INSULATION EACH SIDE OF WALL 1 HR_ PLUMBING O 2 -HR. STAIR WALL SME 7/4' -+'-o' 1 sc :3 /s -t -o I SIM. U.L. DES. U334 L ( SIM. U.L. DES. U334 Job No.: Dote: 3/19/01 Drawn by D.S. 160_A4 -2_ CAD File :031901 k1Crii 160 �2- LAYE c B.xRS . CLASS "e SINGLE PLY ROOFING R -30 RIGID INSULATION ROOF SHEATHING SEE STRUCT. DWGS. 2X6 -ILL X 6 DBL. TOP PLATE 2 - LAYERS S/8' G.B.X. OVER RC -1 RESILIENT CHANNEL AT 24" O.C. /s' G :.x. MOT? RC -1 SWENT CHANNE, Sheet No. 1" LIGHT WEIGHT CONC. ON 3/4" T & G PLYWOOD FLOOR JOISTS SEE STTRUCT. DWGS. 2 X 4 STUDS AT 8' O.C. STAGGERED EACH SIDE OF WALL 0/ CH 16' SIDE SPACING EA A-4-2 cof• _. - Sheets :I?JL 1 1 lei WINDOW SCHEDULE NO. SIZE TYPE GLAZING OPERATION L E LOCATION HDWR GROUP 16 6 0 X 60 A DBL GLAZED SLIDER VINYL GUEST ROOM w/ GRIDS 2 3 6 X 60 70 X 7U B C DBL GLAZED DBL GLAZED SLIDER FIXED VINYL STORE FRONT ALUM- WEST ROOM POOL /MTG. RM. /CONE. BRKFST_ 4 70 X 70 F DBL GLAZED AXED STORE FRONT ALUM- BOARD RN. /SALES /G.M. 5 6 110 X 110 5 X 7U E D DBL GAD DBL GLAZED ,.. FIXED STORE FRONT ALUM. STORE FRONT ALUM- VARIOUS WOL 7 40 X 7 I DBL GLAZED FIXED STORE FRONT ALUM. SALES 8 16 X 50 H DBL- GLAZED FIXED STORE FRONT M.M. CORRIDOR 9 10 4U X 5U 6 X 6 ,L A DBL- GLAZED DBL GLAZED 60 MIN. GLASS FIXED FIXFO STORE FRONT ALUM- MITI- CORRIDOR WEST ROOM AT POOL 11 4 X 60 K SGL GLAZED FIXED VINYL- CONT. BREAKFAST 12 50 X 40 L SGL_ GLAZED 45 MN. GLASS FIXED MTL EXERCISE ROOM 13 14 30 X 40 40. X 64 M SGL. GLAZED 45 MIN. GLASS SGL. GLAZED 45 MIN. GLASS FIXED FIXED MTL MEL. - POOL BUSINESS CENTER 15 1 X 40 N SGL. GLAZED 45 MIN- GLASS FIXED MTL GUEST LAUNDRY 16 30 X 30 0 SGL GLAZED FIXED VINYL LAUNDRY OFFICE 17 1R 40 X fill 7 X 7 K G DBL. GI A7FT) 60 MIN. CI ASS DBL GLAZED FIXED FIXED MEL STORE FROM ALUM GUEST ROOM AT POOL POOL - 11111EllEMCIall MIMIlM 0 6 h ►I16�P���J =MN ®E3ECIa ® DOOR SCHEDULE LOCATION ENTRY NO. 1 SIZE 8U X 7. THK. 1 3/4" COAST. UN./ FRAME ALUM. STYLE E HDWR GROUP 16 OMMENTS AUTOMATIC SURER - CONVERTS TO SWING CORRIDOR 2 30 X 70 1 3/4° - UM. /G . , ALUM. A 16 CLOSER STAIR EXIT STAIR (2 -HR. ENCLOSURE) 3 30 X 70 3 X 6' 1 3/4 1 3/4 MIL CLAD SC.WD. MEL. MIL B B 10 5 CLOSER 90 MIN- U.L CLOSER ELECTRICAL ELEVATOR FOYER - 30 X 68 40 X 6 1 3/4 1 3/4 _ SC.WD Scm, MIL 1 M 11 - B 8 6 17 20 MN. ELL CLOSER 20 MN- CLOSER - MAGNETIC HOLD OF. OCCUPANCY SEPARATION PR. 3 X 6 1 3/4 SC•WD- MR- B 13 60 MIN..YL CLOSER - MAGNETIC HOLD OPEN POOL EQUIP- EXT. - - PR. 2 X 70 1 3/4 MIL CLAD NIL 8 11 - ELEVATOR EQUIP. E'I��n==©001.1:: L MWEE 0MINKM11111 0.1.. CLOSER T FOOD PREP. 41:4132WEIm MEETING RM. PUBLIC TOILET 12 13 WX11131111 PR- 30 X 68 30 X 6 1 3/4 1 3/4 S.C.. SC-wD. kn.- MEL / 8 15 14 20 MIN. 20 MIN_ CLOSER BOARD RM. LAUNDRY 14 15 PR- 3 X 6 3 X 68 1 3/4" t 3/4 ° . S.C.. KC WD NILE .2C. F' B 15 6 20 MN. CLOSER 60 MN- U.L CLOSER CONT. BREAKFAST SALES 16 17 PR- 30 X 68 3U X 6 1 3/4 1 3/4° r_ /GLASS SC.wO MY- r8 B 13 9 _- I -- , •I'" -- • ZO MINLLLOSFK - Iv, PaD • - - 20 MN. CLOSER SALES G.M. 18 3O X 68 1 3/4 SC_WO- WD- B 9 - 11111EllEMCIall MIMIlM 0 6 h ►I16�P���J =MN ®E3ECIa ® i latalMEM=IIIV8w7 META MEM MO= 0!` MIL= DRYERS Ii"" - ®�a IIMIE 25 M 3 h X 6 • 4 ' 4 1 3 4 �6t`NN�`� 5.0.WD. ©00 0 1 GUEST RN. H C GUEST RM. 20 MN- CLOSER (SDMN1(L? OGE.1 -�- 20 MIN. CLOSER TOILET H/C TOILET 26 27 2 X 68 30 X 68 1 3/8 1 3/8 H.C.WD. H.C. . B B 2 2 - RM. CONNECTING UEST LAUNDRY 28 29 3. X 6. 0 8 1 3/4 1 3 4 SC -WD- B D 3 •3 20 MN- CLOSER 20 MN - CLOSER EXERCISE ROOM ATTIC - 30 31 E 3 h X 6• Liga®i 1 3/4 MEL LI�00 MR- H t 1 20 MN. CLOSER - BREAK ROOM MEETING ROOM EXT- 32 33 3 X 6 30 X 68 1 3/4 1 3/4 ° . S,C -WD, W /G -" /Ii- ALL. 8 A 6 16 20 MN- CLOSER CLOSER PHONE EQUIP -/ ELEC 34 PR. 2 X 6 1 3/4 S.C_YN. WD- 7 - PR 3 /T 34A POOL MECH. RM. 35 36 30 X 6 3 X 6 1 3/4 1 3/4 S.C. . 5.C.. MTL WO- 13 9 20 MN- CLOSER - MAINTENANCE 37 3 X 6 1 3/8 H -C.WD. WO- 7 - TDMIN /LAUNDRY POOL EXT. 38 39 0 0 68 3U X 70 1 3/4° 1 3/4 S.C_wO_ UN. /G '. MTL ALUM- 12 16 CLOSER CLOSER PANTRY MOP SINK FIRE SPRINKLER 40 41 PR 20 X 68 3 X 6 1 3/8 1 3/4 H -C.WD. het WD. MTL B e 7 6 - 20 MN- CLOSER POOL STORAGE 42 3 X 66 1 3/4 SC.WD. MTL B 6 20 MN- CLOSER BOARDROOM EXT. FOOD PREP. EXT. 43 44 3 X 7 30 X 70 1 3/4 1 3/4 5, 51, MTL CLAD ALUM- MIL A B 76 11 CLOSER CLOSER CONT. BREAKFAST EXT. 45 PR. 3 X 8 1 3/4° S.0 -WO- MTL F 6 CLOSER - FRENCH DOORS CONT. BREAKFAST STORAGE 46 47 3 X 6 30 X 58 1 3/4 1 3/4° S.EWD. SC MIL NIL D B 13 6 70 MN. CLOSER 20 MIN. CLOSER ADMIN. 48 10 X 68 / 3/4 S.C... NTL D 9 20 MN- CLOSER REG. DESK ACCT- 49 50 30 y fi8 3u X 6 1 3/4" 1 3/8 S.C. . H -C -WD NR- WD- D D 9 9 20 MN- CLOSER - G.M. SERVICE ELEVATOR 51 52 30 X 68 30 X 6 1 3/8' 1 3/4 H C. 5C.w0 WD. MEL B B 9 6 - 20 MN_ CLOSER LAUNDRY CHUTE 53 20 X 68 1 3/4 SC.WD NIL B 5 60 MN. U.L CLOSER LINEN STORAGE LS1 BEDROOM 54 55 30 X 68 30 X. 68 1 3/8 1 3/8 H -C -WD- H -C.WD. WD. WD. e B 7 2 - Vra.IENG 56 PR. 2 X 6 ®M ©00 20 MN. CLOSER FOOD PREP. /MEETING W. 57 3. X 6 1 3/4 SC WD. MEL e 6 20 MIN. CLOSER GUEST RM. CLOSET ROOF 58 59 30 X 6 30 X 68 1 3/8 1 3/4 H.C. 5C -WD WD. MEL G B - 5 - - DUMPSTER ENCLOSURE POOL. EIDE 60 61 1GO X 90 30 X 70 ) 1/4° 1 3/4° S - C - WD- '' LA /G • 4` WD- ALUM. 1 A - 16 SECTIONAL GARAGE DOOR CLOSER MECH (en AA 3ax ZX l 5 /4° • c FIVE . F3 it H TEMP. TEMP. GLASS GLASS A E C 2 /4" DOOR TYPES A TEMP. WIRED GLASS K WINDOW TYPES L B E 2 X 2 GALV. MTL. VENT M IRROR TEMP. GLASS p (ONIDED LITR ITO 117_YIE. MA1.mwf. B} G N C H I DOW FLETCHER Hotel Design and Construction 0 Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fax: (206) 646 -5904 HARDWARE SCHEDULE UL rated hondwae per U.B.C. k 11F.C.W NAPA 101 TMMNYP W BARRIER FREE REO: Pubs 1 !Lest RED. PWie wnd Reefing Rooms PubSc lass Mein I.. GUEST ROOM ENTRY IS pc aping hinges (U.L sell closing) each hack (hotel/male0 and door guard gasket 0 each oaA mtes npmcy 4ep viewer 1 a Jf wAh Graapproved Sr s ter how 1 set an old (U L (U M .L seat) ch 1 earesiM10 (U 90paTOn1) w 1 each wog slop 90 Brit thadwarc at 2 -hr. wa0- 2. WEST' UGH /AD DOOR 15 pr_ sla00a4 Mh9es 1 each privacy lock 1 each wall slop 3. INTEACQIF-CT/CpdIMMATNG DOOR • Waing 2 ea. lat. door (eansrnnieotil9 function) 2 act smoke oms 9ostet NL rep.) 2 each la (U separation) ar 2 eth a bottom (solace) w 2 each d flop 4_ GUEST ROOM CLOSETS 1 pr. standard weight 1 each M79es I each wet o ep • STAN DOORS 15 pr_ s hi ' eaolhs s/ Ines r key : UL closer I threshold (UL sePaa6on) 1 each stop • wD/STORAGE/EOUP./(UL) 15 pr_ Itwges - BB 1 each lock - entrance r key t each closer surface 1 threshold NLsepara on) 1 eo b wall stop 7. MM/S ORA:E/EOUP_ /(NON -UL) 15 pr- 90.00.4 shag. hinges 1 each lock - entracte r key 1 each wall stop 8- STORAGE AREA PANS 3 pr, dm.. sight hinges 1 each Bock - entrance r key 1 pr- fYeh Ea.- manual 2 each wall stops • OFFICE AREAS 1 m to artrance/office hac0ah I each co$ sec make gasket (UL Tea-) 1 0000, th N sthp NL sepa ?.im) teach wall amp NOTE: VISION PANELS N DOORS SHALL MEET SECTION 110610.7 V8C D NEW HOTEL J 7200 FUN CITY WAY TUKWILA. WASHINGTON 10. EXTERIOR STAIR DOORS 15 Pr. Mapes -BB 1 each panic surf (entrance by key & pall) 1 each closer surface 1 each Boor slop 1 set weatherstrip / each threshold 11_ EXTERIOR STORAGE DOORS 15 pr- standard weigh hinges 1 each lock - entrance x key 1 set weather strap 1 each threshold 1 each door bottom 1 each stop 12. EXTERIOR WSW ACCESS 15 pr- hnges - W 1 each lock - classroom 1 each closer surface 1 set weatherstrip 1 each threaha d 1 each door bottom 1 each Slap COMFORT SUITES 13- WIEWOR PUBLIC ACCESS 15 pr- hinges - BB 1 each lock - classroom each closer surface 1 eel smoke gasket ( Tea-) 1 each (U se L separation) 1 each woN stop 14_ PUBLIC TORUS 1 each p.oc r (single stall) each t each p ( b 1 ifreal 4 (UL separator) I each le. stop 15- CORRIDOR MEETING R0016 15 pr -h'nges - ® 1 each surface /Inver key x 1 eshold e1 N- L 1 each won stop 16 ALIMNNY DOOR each .`"der (al other hoMfine by door mfr.) 5 pr- urges (per kaF) 1 each panne {per leaf) 1 s et 90006 (per Man 1 set weatherstrip eioser 1 each 4000 ha 1 each door tops (per mar) ELEVATOR DOOR 15 cr. hinges - 1 each panic surf ere side WIL-mr Smoke actuated closer Hold open 1 act =make gasket (UL req.) 18- H/C RESCUE DOOR 15 pr -Hrges - BB 1 each panic surf 1 each closer 1 set smoke gasket (UL rep-) 1 each threshold (UL assandy) Smoke and heat actuated told open 17_ 19- 2 -HR- WALL 1.5 pr- hinges - BB 1 each p -nla steam push side w/lever Smoke actuated closer • Hold open 1 set smoke gasket (U.L req.) 90 -min- hardware. HANDICAPPED FIXTURES NO- COMMENTS 1- TOILET GRAB BARS UP 33 TO 34 OFF FLOOR TOILET UP 17" TO 19 OFF FLOOR AND 18" TO C FROM WALL 3. T.P. DISPENSER 19' OFF FLOOR 4. 6. 7- SINK 29 MIN. CLEAR UNDER RAN. 8 W. SINK DEPTH. LEVER FAUCET HANDLES MIRROR MAX- 40' OFF FLOOR DIA. HANDICAPPED TURNING CIRCLE HANDICAPPED TUB WRH THE FOLLOWING: TUB BRAG BARS BACK - 24' VADE AND•3, OFF TUB FLOOR. SECOND BAR OENIERED 9 ABOVE RM OF TUB. TUB GRAB BARS EACH END 24'. WIDE UP 33" IAN. TO 38 MAIL OFF TUB FLOOR. TUB SEAT TO BE MOUNTED N TUB. FAUCETS AND OTHER CONTROLS SHALL BE MOUNTED ABOVE THE NB RN AND BELOW THE GRAB BARS. SHALL NOT BE MORE THAN 24" FROM CLEAR FLOOR SPACE A SHOWER SPRAY UNIT MTH A HOSE 60" LONG THAT CAN BE USED AS. A FIXED SHOWER HEAD OR AS A HAND HEAD SHOWER SHALL BE PROVIDED. THE SPRAY UNR SHALL BE LOCATED MEIN REACH RANGES OF SECTION 0. HANDLES. PULLS, LATCHES. LOCKS. AND OTHER OPERATING HARDWARE ON DOORS. WN0000. CARNETS. PLUMBING FIXTURES. AND STORAGE MIMES SHALL HAVE A LEVER OR OTHER SHAPE WHICH MU_ PERMIT OPERATION BY WSJ' OR ARM PRESSURE AND MOOF DOES NOT REQUIRE TIGHT GRASPING. PINCHING. OR TASTING TO OPERATE. NOTE PROWDE 2 ROOMS FOR HANDICAPPED AND 1 ADDITIONAL ROOMS MTH ROLL IN SHOWERS. = EQUIPPED FOR HEMING IMPAIRED 555 PLANS PROVIDE 5 ROOFS FOR HEARING IMPAIRED FOR OCAIlON PROVIDE 1/, MAX- AT DOOR THRESHOLDS NOTE ROOMS FOR HEARING IMPAIRED SHALL COMPLY MTH U.B.C. 1103.1.9.2 VISUAL ALARMS. TELEPHONES - ELEGEM./ OUTLET W IN 48" OF TELEPHONE CONNECTION btu-It) 9/ Sheet Title DOOR SCHEDULE WINDOW SCHEDULE ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For Construction Job No.: 160 Date: 3/19/01 Pr r .. .,.n L �.. pr y:; Drawn by. D.S. 160-5-1 - CAD RIe:031901 Sheet No. A-5 I of Sheets JUL 1 ROOM FINISH SCHEDULE 41 ROOM N0. 8001/ NAME FLOOR WALLS :: CEILING F. BASE RN. FIN. ss WIT REMARKS 4�STIBU.E 1 C.T. OR O.T. C.T. OR Q.T. P TEX/P RECESSED WALK OFF NAT IS REQUIRED LOBBY CPT. OR C.T. 5' HMO. 4R OR TEX/P cT' TEX/P FRONT DESK CPT./PAD 5' H. c& VMC /SRP P TEX/P ZT TEX/P WORK AREA CPT/PM ■B OR CPT TEX/P iet/P A r .: OFFICE/SALES //<I!4 CF'T./PM VB OR CPT TEX./P -T BREAKFAST & CPT/PAD 5' HWO eR VWC TEX/P CT - 2' IN FRONT OF BAR; HMO CHAIR RAIL 0 36' A.F.F. L PANTRY -,i.. C2T Ss/ SMOOTH/P 1130017713 was74A. ..e wsa1..-S 4 C..0 MECHANIC/ ROOM CONC. 4 VB P P VENDING - _ CT - CT P OR we TEX/P ELEVATOR EQUIPMENT ROOM CONC. 4 VIB P P LAUNDRY EP 6R-5>f 4 VB P -P AZT * MO •ST RE% LSTantT cL{s DRYER EP 11R-W'Y 4 IS P P .b OFFICE 2 Yf- -QP574:IA0 VB 6R -6PT TEX/P /? -ALT WOMEN'S RESTROCM CT 5 CT 4 CT/VWC - -. -_. TEX/P MEN'S RESTROOM CT 5' CT 4 CT /VNC _ TEX/P ELECTRICAL ROOM/STORAGE ,_.e -Q or 4 VB P P POOL 1COOL- DECK GT (`CT,/ -P .TEX/P - . V.pc.. sopQ - text@ ' W t cw C.ueTS L., SV 4' v+S P , -- Ac., . - POOL - MECHANICAL ROOM CONC. 4' VB P P F'6LS eTaute Cow1C__ -- 4 VB P P �. - - -BRO ROW 5V-vrT 4 19 TEX/P 4SX-/P-Acil EXERCISE. ROOM CPT/PM WS OR CPT IV11C OR TEN/P TE3L4PActi MEETING ROOM CPT/PD 5' H111) , *..FT WC ACT OR TEX/P AND CHAIR RAIL 0 W A.F.F. CHUTE EP OR sv 4 VS P P HOUSEKEEPING ... - -6R -VCT 4 %B P P ELEVATOR MT{L MTV'- AA#—' I++TT-*Z AZ, S.o Tc'7 STAIR CDNG 4 VS TEX/P TEX/P CORRIDOR CPT AD CPT: VAC (18 OZ) ACT ORTT]L/P BEDROOM CPT/PAD 4' D'T . vwc ■ TEX/P BATHROOM CT • CT VWC I — TEX/P MARBLE THRESHOLD 0 DOOR LIVING ROOM CPT/PAD 4 CPT VWC SEX/P WHIRPOOL SUITE (INCLUDING A.E ROOMS, BEDROOM CPT/PAD 4' CPT Vwc TEX/P 12' CT IN FRONT OF R IRPOOL BATHROOM CT CT WIC -- -- SEX/P MARBLE THRESHOLD 0 DOOR ACT ACOUSTICAL CEWNG TILE GYP. BO. GYPSUM WALL BOARD SV SHEET VINYL BB BURNISHED BLOCK HWO HARDWOOD TEX TEXTURED CONC CONCRETE (s. 1.TU'.\) KD KNODC DOWN FINISH UNFIN UNFINISHED CPT CARPET P PAINT VD VINYL BASE BOARD CT CERAMIC TILE PB PAINTED BLOCK VCT VINYL COMPOST TILE EP EPDXY PAINT PD CARPET PAD VAC VINYL WALL COVERING GYP. C. GYPCRETE OT QUARRY TILE WPB WALLPAPER BORDER ROOM FINISH NOTES: 1. ALL CERAMIC NW QUARRY TILE FLOORS ARE TO BE SUP RESISTANT 2. CARPE! PO 5 REWIRED AT 51 CARPET MEAS. 3. ALL FORBEED WOOD TRIP 5 REQUIRED 70 BE STARED MD VARNISHED HARDWa00 4. ACCOUSICAL CEI NG TEES ARE REQUIRED TO BE 2' % 7 WILT A REPEALED EOGE 5. (SEAR PCLYCARBONATE EDGE GUARDS ARE REQUIRED AT ALL WALL CORNERS W ALL PUEIC AREAS Dote Reosion 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fax: (206) 646 -5904 D6/e)9/ COMFORT SUITES n sheet Title FINISH SCHEDULE NEW HOTEL 7200 FUN CRY WAY TUKWLA, WASHINGTON ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready Cons on t : � Job No.: 160 Dote: 3/ Drawn by D.S. 160_A5 -2_ CAD File:031801 Sheet No. A- 5.2 of Shge�s t i 31 D ESK T 2 REFRIGERATOR 3 TELEVISION q 36 l X 22" W TABLE TGH,STAND g LOVESEAT /SLEEPER E COFFEE TABLE % CREDENZA g CLOTHING RACK m WALL MIRROR W ALL UGHT ND TABLE V ATORY CROWAVE OXE DETECTOR OCOFFEMAKER itD RDRYER GRAB BAR ERGONOMIC CHAIR EASY CHAIR BAR ® ro RON AND IRONING BOARD SHOWER CURTAIN FLOOR LAMP LAMP w /MEDIA OUTLET 26 ARMOIRE 2Z LUGGAGE RACK 26 ART WORK 2g MIRRORED CLOSET DOOR 30 BUILT -IN SHELVES FOR BATH ACCESSORIES a2 R CIPTD ED TOP SPA -HC 0711 r L -IN WER r- +��H.OtR i ....... p!I■■ ■I I iiirlifirille il ■■fir Ti v\■ ■I ! ■ ■ ■■`J■i II MENHIR - r!I■■■u i..1!IIl�l jrmenia' SHAPED ARCH `/ CULTU TOP RO SH UN vANm LIGHT ELECTRICAL 4 LS E 1 — LIGHT SWITCH MARBLE b- 42" CTOP ULTU VANm LIGHT L t J pi LF� - TR ICAL Date 434 4145 SWITCH (aUEE JQUEEN - HC Dot -o'u Revision I DOW FLETCHER Hotel Design and Construction Dow Fletcher $ Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fax: (206) 646 -5904 s2' yGH TOP t,' MAMA ^^ ' IV Y C in r----- I■■■� e -Ti _ saNER I1MEI i il /42 2.111111111 .1m IM■\111 ■■■■La - �■ ■ ■ \; Ti�R■ ■1 :c1■■■E11 II>r1 \iI v ■ p1 ■ ■ 11LJI11■INI JmL�i ____ - -- 2 -6 m m B•-0 �fr KVAC. • ITI i 0 27 ++ CULTU TOP VOMIY LIGHT I.J WWI I MI a.g,CTRICAL COMFORT SUITES NEW HOTEL 7200 FUN CRY WAY TUKWILA, WASHINGTON 54- fl$ MARBLE SNITCH Sheet Titie UNIT PLANS gP>;►-t 1.1/4'6 I 1 CATO brLfahout P . ED 6-6- Q 1 Q 6 -B� CULTURE TOP 16 v ZxG 42' H CULTU TOP altEEN/QUEEN WHITY LIGHT I, i 11 Icv I_ J ULLN CTRICAL ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Appi =Cation ❑ Ready For Const Job No.: 160 Date: 3/19/01 Drown by. D.S. 160 J{6 -1_ CAD File:031901 Y u -� a r L L— u to Sheet No. BLE I1JOt!/aT6_ a F3 evRL3s- s I NA, RTES PH LIGHT sWrtai A -6c cl PE,,g1 Sheets heets m 0 7 m 0 0 m ODESK B REFRIGERATOR TELEVISION E 36 . L x 22 W TABLE NIGHTSTAND gLOVt SEAT/SLEEPER COFFEE TABLE 8CRED ENZA CLOTHING RACK WALL MIRROR WALL UGHT END TABLE LAVATORY ICROWAVE lRS HOKE DETECTOR COFFEMAKER HAIRDRYER GRAB BAR R GONOMIC CHAIR • EASY CHAR TOWEL BAR IRON AND IRONING BOARD SHOWER CURTAN FLOOR LAMP LAMP w/MEDIA OUTLET 28 ARMOIRE 47 LUGGAGE RACK 26 ART WORK pg MIRRORED CLOSET DOOR 30 BUILT -IN SHELVES FOR BATH ACCESSORIES 42 H TOR \ `l ILl I 8 ff`4 tn� 1pi O SHAPED ARGN • F O Q, 6' -0 f � mss: ® opus 111 ■A10, ms[a.7. 111111/1E1111 ■15« 1 ►a 1111 ■iLEW ,o Reortim■1fl 8 i1■■Ill�uuli: AMITY UGHT ELECTRICAL' sLt. V<' r� L SUITE 2 1 Yrf. 7 �1. SHAPED ARCH - - - ,4L 14/ RR0 ion DO i I DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fax: (206) 646 -5904 COMFORT SUITES Sheet Title UNIT PLANS NEW HOTEL 7200 FUN CITY WAY TUKWI A. WASHINGTON \ \ �sz' tcx wwt. •/ CULTURED WROTE TOP 0 7] 0 0 C� e 0 �■ I 1n111r " if? m 1=111 V! ■ ■111.11' ■1♦ 1r� ■ ■REI IIO\M, �► EEMIL IEI:. 0 r — 3' p� 0 CULT TOP II I KIN HC 7 a VANITY UGHT E +34 ig JRED MARBLE LIGHT SWITCH 42 CLILTU KING IOU VS ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For Construction .�I■�i 4 - ism t�1 = ■■I i'■ ES215Tl ME M! ! ■%I�E37 1■1192! 1 ! Jrll�a�llll mr'mol ,� ftimaismallllm �m■lm1LJIi: TOP VANITY LIGHF I ELECTRICAL ttua vo re Job No.: 160 Date: 3/19/01 Drawn by D.S. 160 _A6 -2_ CAD File:031901 1V - 0 . +3 +t �cH4TW'� C60KUR0[ SO ST" U- 0C.SFt L T,Ve, LIGHT - SWITCH 7YP MARBLE Sh eet No. A-6.2 of Sheets O t DESK EFRIGERATOR 3 TELEVISION 4 36 L x 22 W TABLE IGHISTAND E37 LOVESEAT /SLEEPEER COFFEE TABLE B CREDENZA B 1011100 RACK WALL MIRROR WALL LIGHT TABLE VATORY ROWAVE SMOKE DETECTOR COFFEMAIER RORYER GRAB BAR OMIC CHAR ChYR T OWEL BAR RON AND RORK BOARD SHOWER CURTAIN FLOOR iJWP LAMP w /MEDIA OUTLET 26 ARMOIRE 27 LUGGAGE RACK (DART WORK pg MIRRORED cLOSEr DOOR 30 BUILT -IN SHELVES FOR BATH AGCESSORIa I G .. ENE MEM lifila ri OMEN ' ■ ■C3 li■■mi_ > �rioil�t f;■■Iiii iMPEV i■ MUM L(tED NALLBLE SP r. rd 14 hr/A O SHAPED ARCH VAN, UGHT L M EL /r E CTRICAL sLC rd 34- 16 CULTURED TOP AUTOMATIC LIGHT SWITCH 1 CULTU TOP %fr SHAD • 7 -O 6' -0 • €, - i ,B s ; m m(1■■■ �IRP_° I IIlIINS J■■■a1l5I i7■ ■I/, II■G■R LY1NGiJ II[ED7 \AI�I 4 a■■■ maim El g r ,9 11 0 VL Lt1 4112: 4I E SUITE 2 �,cc.� t/1 I d DONO9/ EL Aa it ® ■■ 1■PE! ( 1■■■1 . r l ■1`\■ m■1 1■■nu■mamoni �J ■��!'�! \■ ■sue -�1■R11 !I■11■■■■I 7 hI■G■ ®1•111\FIJI DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fox: (206) 646 -5904 ^ T c L LTr CRC) G L JCJI f C 1 C`�`-') sac - J 7200 FUN CITY WAY TUKWILA WASHINGTON 4z' TOP COMFORT SUITES NEW HOTEL (I ..0 TB ! mL ii1■1 Ka •111:1111•11.v 1�7 ■ ■Di II■■■!I 1 Z tanziJ 11[E©7\AILiI . a■■■ II�I��II�L H.VAC. °NIA VAN, LIGHT 1, 4p 591)1 EL Sheet Title UNIT PLANS 8 34- AUTOMATIC swarm r m MARBLE ❑ Design Phase ❑ Construction Document Phase ❑ For Per Application mit ❑ R eady For C onstruction Job No.: 160 Date: 3/19/01 Drawn by. D.S. 160_A6-1_ CAD File:031901 J Sheet No. A-6 - of Sheets l ,20.31 SEE UNIT BATH ELEVS. FOR VANITY NOTES Q 1 TYP. ENTRY WALL CT ASE 3/8 = 1' -0" I 11 CT TOP \--Li - BED WALL SET BASE 3/8" = 1' -0" KING I fll ll� 1111111 BED WALL 3/8" = 1' -0" KING - HC SEE IONS UNR FOR ADOmONAL NOTES II II 28 n 11 L == J I KING BED ® I o WALL MTD LIGHT AMED MIRROR TURED MARBLE VANITY TOP. BACKSPLASH AND SKIRT c KING BED II r 28 II II ( j o 17 11===-11 11 6 I� I 1 U ARCH ARCH WOOD PYLM. /G.W.B.J ARCH SOFFIT CULTURED MARBLE CAP w/ WOOD APRON Q TYP. ARCH 3/8" = 1' -0" II ?$ II �_. Rnui.. ME7�C. STRoP G+o76 Tl7. P.✓. froovy- 1,144.5 r II 28 II 11 o L - 11 Q n 1 DOW FLETCHER Hotel Design and Construction VALANCE Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fax: (206) 646 -5904 VALANCE Q TV WALL 3/8 = 1' -0" ® TYP — TV WALL 3/8" = 1"-0" I I - � I I COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TUKWILA, WASHINGTON © TYP. WINDOW WALL 3/8" = 1' -0" ARnI 1s, �ZS L11 WLT. MARBLE TOP I AND GROMMET I HOLES R AT REM — 1 411 11 I OT i r ?7 — FOR ELEC. = /- N'AC IT I) Do fro9/ L r [p. - Tv� 1 28 11 L = = J 1 I - - 1 Sheet Title GUEST RM. ELEV � 14 r - - VERIFY wMFR. ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For Construction CV, 14 P -LAM BASE CAB. I F — � HOLES AT 2E CU LT. MARBLE TOP / SPLASH (2) S AND GROMMET T A HOLES REM FOR VERIFY w/MFR. Job No.: 160 Date: 5/22/01 Drawn by: D.S. 160_A6 -4— CAD File:052201 CONC. Sheet No. G.W.B. A-6.4 of cSbeets in, I SEE SHEET _ FOR VANITY 0 SPA IIIIIi111IIIIIIIII GT BC TOP E 1 Q/Q — BED WALL 1 3/8" = 1' -0" QUEEN /QUEEN SEE KING UNIT FOR ADDITIONAL NOTES O Q f Q - BED WALL 3/8" = 1' -0" SET BASE BED WALL 3/8" = 1' -0" II 28 II II 28 II Y Y I QUEEN BED I I QUEEN BED 1 II ®a 1 I1 r II 28 it IL = = 11 r - - - -1 QUEEN BED QUEEN /QUEEN — HC U id Y Date Revision 1/2 7 28 II QUEEN BED ..../ ^ARCH F �� — ARCH r II 28 II L = = J DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fax: (206) 646 -5904 F 24 TYP — TV WALL 3/8" = 01;\ r i / Ih II 28 I 16 r , t4 L = =J I r - A [ — = — : 1 II 27 II � __ � O TYP — TV WALL 3/8" = 1' -0" NEW HOTEL 7200 FUN CITY WAY TUKWILA, WASHINGTON r\ / � t r_ T71 I� R.r I NYM COMFORT SUITES © TV WALL 3/8" = 1 ' -0 " Sheet Title GUEST RM. ELEV'S ARCH — I ) rv�1 ® v „ 4 1- =J1 ) n 7=7 a 26 I I I I .1:1®I I ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For I Construction o r, 14 1 r - -- I f `� l III® 19 19 Job No.: 160 Date: 5/22/01 Drawn by. D.S. 160_A6-5_ can RIA- nnTTnt O r, to I r G.W.B. CONC. G I L G.W.B. 4CONC. G.W.B CONC Sheet No. A-6.5 of Sheet.f t II II II V21 II L = — J II II 2 8 L KING BED a II II �� � ® � T8 � ! � - T IT - -rtY`� " ARCH „ ilk I ® 1 �Tr f 1 : .T>' SPA SEE SHEET _ FOR VANITY 0 SPA IIIIIi111IIIIIIIII GT BC TOP E 1 Q/Q — BED WALL 1 3/8" = 1' -0" QUEEN /QUEEN SEE KING UNIT FOR ADDITIONAL NOTES O Q f Q - BED WALL 3/8" = 1' -0" SET BASE BED WALL 3/8" = 1' -0" II 28 II II 28 II Y Y I QUEEN BED I I QUEEN BED 1 II ®a 1 I1 r II 28 it IL = = 11 r - - - -1 QUEEN BED QUEEN /QUEEN — HC U id Y Date Revision 1/2 7 28 II QUEEN BED ..../ ^ARCH F �� — ARCH r II 28 II L = = J DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fax: (206) 646 -5904 F 24 TYP — TV WALL 3/8" = 01;\ r i / Ih II 28 I 16 r , t4 L = =J I r - A [ — = — : 1 II 27 II � __ � O TYP — TV WALL 3/8" = 1' -0" NEW HOTEL 7200 FUN CITY WAY TUKWILA, WASHINGTON r\ / � t r_ T71 I� R.r I NYM COMFORT SUITES © TV WALL 3/8" = 1 ' -0 " Sheet Title GUEST RM. ELEV'S ARCH — I ) rv�1 ® v „ 4 1- =J1 ) n 7=7 a 26 I I I I .1:1®I I ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For I Construction o r, 14 1 r - -- I f `� l III® 19 19 Job No.: 160 Date: 5/22/01 Drawn by. D.S. 160_A6-5_ can RIA- nnTTnt O r, to I r G.W.B. CONC. G I L G.W.B. 4CONC. G.W.B CONC Sheet No. A-6.5 of Sheet.f 1 I - A Axe 1 ' it 2$ it Inl 11 L = =� „ I I — I I r I KING BED I I I ® I. ° .I Ll I /, / I! I ' ,11 II 28 II � L y 1 L - -J ,<•-•_,...,,c,„.,01 — {} y SPA SEE SHEET VANITY FOR CT SET — BED WALL 3/8" = 1' -0" SPAX 1lTTf'TT / I FTTiTTI'r O K - BED WALL 3/8" = 1 -0" SPA - HC SPA Z Revi ion r II 28 it L = =J H.V.A.C. ® TV WALL 3/8" = 1' -0" �� — ARCH r li 0 KING BED I � Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 U ® TYP - TV WALL 3/8" = 1 -0" 24 r— — -- --1 r __ 1 Ii I F rv� P I 11 16 l —I II IL J I U — �� _ r II I - -- I " T7- �® I I TVL I I II jl �.�I 19 19 ir I DOW FLETCHER Hotel Design and Construction COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TUKWILA WASHINGTON II I r - TV1 I � ] „ 11 IL _ J i O - , i i no® I o®t ® — — mr- -�rrn--- rr�1 -r Sheet Title GUEST RM. ELEV'S :boio 9,/ G.W.B. CONC. ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For I I u 5 WINDOW WALL 3/8" = 1 -0" Job No.: 160 Date: 5/22/01 Drawn by: D.S. 160 _A6 -6_ Sheet No. L I A-6.6 Sheets CT TOP SET BASE u ® BED WALL 3/8 = 1 -0" L SUITE 1 O WINDOW WALL 3/8 = 1 -0" ® BED WALL 3/8" = 1 -0" L SUITE 1 — HC ® SOFA WALL 3/8" = 1 -0 ARCH O ARCH pate Rev ion 7I2 II za II II II 28 II VOL 1,7,10 L =A 0 ✓ � O 6 KING BED I I ® II o O WPC WALL KING BED 0 ® U II II 28 II 11 L = =J 11 r KING BED �� 1 ® 1, ° I° 4 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 TManhnnu• lanHl AsA —nmo .,.,,,.N ,nn. ® TV WALL 3/8 = ` 3 WALL 3/8" = 1 -0" r__ II 28 L = = 7200 FUN CITY WAY TUKWILA, WASHINGTON ry El - / > ; o 1 ARCH O TV WALL 3/8 = 1 -0 r=9 6 : 41 ,10 u • 28 L -J ' r— I 1 ® TV WALL 3/8 = 1 -0 COMFORT SUITES Sheet Title NEW HOTEL GUEST RM. ELEV'S ARCH O L = =J r = II 9e Id 111 11 !II ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For cnn+i,rsnn II 2s II 16 G.W.B CONC Job No.: 160 Date: 5/22/01 Drawn by: D.S. 16H.A6 -7_ Sheet No. G.W.B CONC. 1-6.7 of Sheets c SEE SHEET FOR VANITY 1111 D111111 CT TOP // SET BASE 111111111111111111 0 BED WALL 3/8" = 1' -0" L SUITE 2 r__ r__ 11 28 11 = rv� II 28 II L ° =JIL JI L = =J s 01 Tvfl® I r TV WALL 3/8" = 1' -0" N ® BED WALL 3/8" = L SUITE 2 - HO II II 11 2 11 (125 11 L = =J 11 IT II 11 II I I I 11 1 0 5) ARCH O WINDOW WALL 3/8" = 1' -0" �- - ARCH r II 2B it 11 L = =J 11 L r 7 �T I— KING BED ® 1'■ 0 I I O U 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 HVU: VOLL TV WALL 3/8" = 1' -0" COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TUKWILA WASHINGTON 0 SOFA WALL 3/8" = 1 -0r O TV WALL 3/8" = 1' -0" bc/ /-6 9/ Sheet Title ARCH GUEST GUEST RM. ELEV'S ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For Job No.: 160 Date: 5/22/01 Drawn by: D.S. 160 A6 -8 0 ®OPENtNG WALL j 4' -0' Sheet No. G.W.B. CONC ONC. A-6.8 of SheEi's. EXTERKIR CEPJNG BOARD ITA - 3 I IN TM. GUEST BAIN. TTON OF SHOwDt HEAD IN OS LOWEST POSITION SHALL BE 6 -6 ABOVE TUB FLOOR UTB SOAP F;1O WTH SOAP D91E5 CT TOP CT TOP TOP SET BASE SET BASE SET BASE TYFCAL GUEST BATH ® TYfttAL GUEST BATH TYRtAL GUEST BATH 3/8' = 1' -0" 3/8" ®TYPICAL A.D.A. GUEST BATH w/ SHOWER ® TYfCAL GUEST BATH 3/8' - 1' -0' ® TYPICAL A.D.A. GUEST BATH w/ SHOWER 3/8' = 1' -Q• J;0 fr 12 TYPICAL A.D.A. GUEST BATH w/ TUB 3/8' - 1' -0- 10 TYPICAL A.D.A. GUEST BATH w/ SHOWER 1 s 3/8 - 1 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 1081h Ave. NE Sane 1150 Bellevue. WA 98004 Telephone: NnR1 asa —TWIG ..,..,.. _... �__. ® TYPICAL VANITY - 1'-0' ECTERFOR CEPS. 13 TYPICAL A.D.A. GUEST BATH w/ TUB COMFORT SUITES Shee` itie NEW HOTEL ELEVATIONS 7200 FUN CITY WAY TUKWILA. WASHINGTON © TYPICAL VANITY 3/8' O q TYPICAL A.D.A. GUEST BATH I 3 J . 1 , -0 ❑ Desi Phase ❑ Canstructi42 Document Phase ❑ PO4 Permit AppfcaYXm ❑ Reody Fo TYPICAL VANITY 3a . _ 1 . 0 TYPICAL A.D.A. GUEST BATH w/ TUB Job No.: 160 Date: 5/7/01 Drawn by. D.S. �_160J6 -4— EXTFRILYt CENNG BOARD Sheet No. 01 S. V MECH/FIRE SPRINKLER 1 1011 11061 O O 9' -0 WOMEN SURFACE NOU o MEE1F L R EXERE SE RM. ■q 0 BU NESS (It OR VEST BULE U O R R ROM FLOOR REFLECTED CEILING PLAN FOR PORTE COCIiERE CEILING MECH. 11351 DO DO BREAK RQ4 tiy� l ® UNEN STORAGE STORAGE LAUN R © 0 10 R PA 1ST FLOOR REFLECTED CEILING PLAN 1 /8 • s ,._a- 4412- ion PATIO 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 COMFORT SUITES NEW HOTEL 7200 FUN COY WAY TUKWILA WA DHINGTON Sheet Title 1ST FLOOR REFLECTED CEILING 9 Gt& P eoGi o t PI.L_ cAs ACO 5 ,s0l$ 1 ;=YaN G6t sP8A. . - S, Pt0 jyP AT ❑ Design Arose ❑ Construction Document Phase ❑ For Permit Application 23 LEDGEND I LA ° R 413 .555 Job No.: 160 Date: 3/19/01 Drawn by D.S. 2'X4' TROFFER PARABOLIC 2' X 2' PARABOLIC TROFFER 2' X 2' 'RECESSED RECESSED CAN LIGHT PENDANT LIGHT CHANDELIER RECESS CAN WALL WASH WKL SCONCE Sheet No- A -7.1 U 2ND FLOOR REFLECTED CEILING PLAN /e = -a _Q °te Revision 44. EXPOSED --- GUTTER 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates ARCHED ELFJDA ARCHED BEAU 12011 (2021 12081 SPA SPA 12191 OPEFrT -5 LOBBY I 12231 12241 (2251 HOUSE KEEPING 12291 12301 12401 2421 D w- 9/ COMFORT SUITES NEW HOTEL 7200 FUN DIY WAY 18 Sheet Title 2ND FLOOR RI T1 rrTrn rrii II%lr_ genie GL(- P + . _ sH A-i-t ❑ Design Phase ❑ Construction Document Phase ❑ For Permit ry NUTS?; Job No.: 160 Date: 3/19/01 LEDGEND • T ROFFER % 4' PARABOLIC T Y X 2' PARA90LIC TROFFER RECESSED RECESSED CAN MILT PENDANT LIGHT CHANDELIER RECESS CAN WALL WASH WALL SCONCE Sheet No. A-7.2: Q U 3RD & 4TH FLOOR REFLECTED CEILING PLAN , /e.- r -a 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave_ NE Suite 1150 ]>l3/ -d9/ 1 COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TUKWILA WASHINGTON Sheet Title 3RD & 4TH FLOOR REFLECTED CEILING ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application Date: 3/19/01 Drown by. D.S. 2'X2 RECESSED RECESSED CAN LIGHT PENDANT LIGHT. CHANDELIER - ... RECESS CAN WPLL WASH WALL SCONCE Sheet No. A-7. JUI KEY O SEE DOOR SCHEDULE - SHEET A -5.2 0 SEE WINDOW SCHEDULE - SHEET A -5.2 O INDICATES ROOMS EOUIPPED FOR THE HEARING IMPAIRED - SEE SHEET A -10.1 FIRE ALARM PULL STATION 120' -0" 0.0 ❑F FIRE EXTINGUISHER CABINET 75 -0" O.0 EXR SIGN EXR SIGNS ME AND LOW PEP. K y. 1007.6.2 AS r MARKED ON P - HIGH SEE NOTE SHEET O HANDICAPP LE FIXTURES SEE SHEET A -10.1 FOR SCHU FLOOR PLAN NOTES: 1. PROVIDE CHASE AREAS AND WALL OPENINGS PER BIDDER DESIGN H.V.AC. AND ELECTRIC% AND COORDINATE WRH ARCHffECf AND STRUCTURAL ENGINEER. REF. LOBBY AREA LAUNDRY AREA Revl wn 5 2 /�\ 41z /�— DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 4"-8 1/2 8' -3 1/£ 1 -HR OCCUPANCY SEPARATION WALL CONC. W U_ m sRCxr. oWCS. ADMIN. BREAK ROOM C-.4t -1 1/2" 5 -D 13' -5 1/2 6' -5 1/2" BOARDRM. 4' -s 1/2 1/2" 7 -6 1/8 5 -S 5/11 5 = 7 /B 7-6 1/8" CHECKOUT BIKE RACK (4- BIKES) 1 -HR OCCUPANCY SEPARATION WU- 6' -7 7/8" 3" S0. D.S. 14' -5 1/2" 1/2 S. -0 1/2" MECH. COMFORT SUITES NEW HOTEL 7200 FUN CRY WAY TUKWILA, WASHINGTON n Sheet Title LOBBY AREA LAUNDRY AREA ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application n Ready For r Sheet No. A-8 e KEY (9 SEE DOOR SCHEDULE - SHEET A -5.2 ZQ SEE WINDOW SCHEDULE - SHEET A -5.2 O INDICATES ROOMS EQUIPPED FOR THE HEARING IMPAIRED - SEE SHEET A -10.1 g FIRE ALARM PULL STATION 120' -0' 0.C. FIRE EXTINGVISHEF. CABINET 7� -C: G 12 EXIT SIGN EXR SIGNS SOME HIGH AND LOW PER C. 1007.6.2 AS MPRKEO ON PLM! - SEE NOTE SHEEf O HANDICA$CHEDI!LE PPED FIXTURES SEE SHEET A -10.1 FOR FLOOR PLAN NOTES: 1. PROVIDE CHASE AREAS AND WALL OPENINGS PER BIDDER DESIGN H.V.AC. AND ELECTRICPL AND COORDINATE WffH ARCHffECT AND STRUCTURAL ENGINEER. REF. MEETING ROOM CONT. BREAKFAST 1 /a = i' -O Revision DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave_ NE Suite 1150 D frO COMFORT SUITES NEW HOTEL 7200 FUN COY WAY TUKWILA, WASHINGTON Sheet Title MEETING ROOM CONT. BREAKFAST 1 FUR WAWL la Eff f m `°( _, N FLUSH /FURRING AT CONC. WALL ❑ Design Phase ❑ Construction Document Phase ❑ Far Permit Application Job No.: 160 Date: 3/19/01 Drawn by: D.S. Sheet No. A ° S c ./'_ -,, KEY 01 SEE DOOR SCHEDULE - SHEET A -5.2 Q SEE WINDOW SCHEDULE - SHEET A -5.2 O INDICATES ROOMS EQUIPPED FOR THE HEARING IMPAIRED - SEE SHEET A -10.1 000 ALARM PULL STATION 120' -0" O.C. ID FIRE EXTINGUISHER CABINET 75' -0" O.C. 2 E %R SIGN EXIT SIGNS SOME HIGH AND LOW PER'I$.C. 1007.6.2 AS MARKED ON PLAN - SEE NOTE __ SHEET __ O HANDICCHEDUAPPED LE FIXTURES SEE SHEET A -10.1 FOR S FLOOR PLAN NOTES: 1. PROVIDE CHASE AREAS AND WALL OPENINGS PER BIDDER DESIGN N.V., . AND ELECTRICAL AND COORDINATE WITH ARCHITECT AND STRUCTURAL ENGINEER. REF. POOL AREA okk D HANDICAPPED POOL ACCESS UFT - SEE MFRS \SPECSS TO BE SLIPUBED CEnNG UT€ NAN POOL - A 4' DEEP \ SEE MFRS SHOP AND SPECS- \ TO BE SUBMRIED PERMIT \ BEFORE INSTALLATION 'RR), "..14s CUSTODIAN • STORAGE HANDICAPPED POOL ACCESS UFT - SEE AWNS SPECS TO BE SUMMED EXERCISE RM. Date Revii ion 4112_ DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Tnlnnllnnu• IOnR\ d5A_nn0o - _ COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TUKWILA. WASHINGTON Sheet Title POOL AREA ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For Job No.: 160 Date: 3/19/01 Drawn by D.S. 160J8-3 Sheet No. A.E3.3 of )Stfegts O LOBBY - SOUTH 3/8" = ,. -0" 3/8 = 11 1 1 1 1 1 1 I IIII 1 1 1 I 1 I I 1 I 1 1 I 1 1 I 1 I I I I RAILING ENTER O LOBBY - EAST 3 /e- = 1 " -a 1111[11111 / / / / / m 1_ L 1111111111 ■■N11IUN••R11 •••UNIIIII•■M IMM■N■■ ■ ■1111 R�evl ion ce Cam\ DOW FLETCHER Hotel Design and Construction 111 NEW HOTEL O LOBBY - WEST E / J y lf/d w,c O LOBBY - 'NORTH 3/8 = 1' -0 COMFORT SUITES 1111 1 1 1111 .58,G.ESS FzXKE waa0. o.=x, UFr ,Cow rev = p40crun.G '/ gng 11 Sheet Title I I ❑ Design Phase HC 77l E, riP LOBBY ELEVATIONS ❑ Docdme i P hase Jab Na.: 160 Date: 5/7/01 �. 'GAB SoFitTs IIIIIII�I Sheet No. A _ A m m CENTER BEAM w/ .,8 / \ / I \ G.. fs,P 6[4_ / \ CELY C GrALAN8 /.... 2 SapF TS / \ / / \ / / \ \ ' 1 - - - - \ / \ / / \ \\ \ I---- '7 METN. HALIDE UPL,aHT ny wmp H7..z'X Fac �-,C COLUMN ,9 -XL 00 I IIIIIIII1111I 1 IIIIIIIIIIIII O LOBBY - SOUTH 3/8" = ,. -0" 3/8 = 11 1 1 1 1 1 1 I IIII 1 1 1 I 1 I I 1 I 1 1 I 1 1 I 1 I I I I RAILING ENTER O LOBBY - EAST 3 /e- = 1 " -a 1111[11111 / / / / / m 1_ L 1111111111 ■■N11IUN••R11 •••UNIIIII•■M IMM■N■■ ■ ■1111 R�evl ion ce Cam\ DOW FLETCHER Hotel Design and Construction 111 NEW HOTEL O LOBBY - WEST E / J y lf/d w,c O LOBBY - 'NORTH 3/8 = 1' -0 COMFORT SUITES 1111 1 1 1111 .58,G.ESS FzXKE waa0. o.=x, UFr ,Cow rev = p40crun.G '/ gng 11 Sheet Title I I ❑ Design Phase HC 77l E, riP LOBBY ELEVATIONS ❑ Docdme i P hase Jab Na.: 160 Date: 5/7/01 �. 'GAB SoFitTs IIIIIII�I Sheet No. A _ A u� n / \ n 0 r_ O CONT. BREAKFAST - NORTH 3 CONT. BREAKFAST - SOUTH 6N7" J vE iN FrJ2�6R��✓J Revi ion 6 2C0 O CONT. BREAKFAST - EAST w= 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates. 500 108th Ave. NE Suite 1150 Rollnv IP WA (mu O CONT. BREAKFAST - WEST Do /--6 9/ / /ni AIN AIN /f � < X X X X > N/ N/ N/ N/ N/ COMFORT SUITES NEW HOTEL LIGHT COVE %WVB 7200 FUN CITY WAY TUKWILA, WASHINGTON ARCHED CEILING /�✓aS MCHED COUNG J Sheet Title CONT. BREAKFAST ELEVATIONS LIGHT COVE Q > N / N/ N/ ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application Job No.: 160 Date: 5/7/01 Drawn by. D.S. Sheet No. A-8.5 N R N O /aa F • �9 / /-\ / / \ \ \ / \ \ / MEETING ROOM - EAST O MEETING ROOM - WEST LJ L // \\ N \\ Rev i on I DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue. WA 88004 O MEETING ROOM - SOUTH .Dofr-6 T -Gf�O Gc - MEETING ROOM - NORTH 3/8- = COMFORT SUITES Sheet TAle MEETING ROOM 7200 FUN CITY WAY ELEVATIONS TUKWILA, WASHINGTON NEW HOTEL ❑ Design Phase ❑ Construction Document Phase El For Permit Application Job No.: 160 Date: 5/7/01 Drawn by. D.S. Sheet No. A-8.6 c . ® --- Gw3 ScFFi9 , /J/ 7 /Nricc. F . fd...77.}/ RGog, P, N 2351 - IXIXR / \ \ \ / / / \ \ \ / 7 i\ 1 \ -\ > L \ N R N O /aa F • �9 / /-\ / / \ \ \ / \ \ / MEETING ROOM - EAST O MEETING ROOM - WEST LJ L // \\ N \\ Rev i on I DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue. WA 88004 O MEETING ROOM - SOUTH .Dofr-6 T -Gf�O Gc - MEETING ROOM - NORTH 3/8- = COMFORT SUITES Sheet TAle MEETING ROOM 7200 FUN CITY WAY ELEVATIONS TUKWILA, WASHINGTON NEW HOTEL ❑ Design Phase ❑ Construction Document Phase El For Permit Application Job No.: 160 Date: 5/7/01 Drawn by. D.S. Sheet No. A-8.6 c . O POOL -SOUTH Rev i on ro uo DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fax: (206) 646 -5904 NEW HOTEL 7200 FUN CITY WAY TUKWILA, WASHINGTON .bOI ?/ O POOL - W COMFORT SUITES Sheet Title POOL ELEVATIONS ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For Construction n :uain.cscaT, pro \ , .acs p�G y E Job No.: 160 Date: 5/7/01 Drawn by. D.S 150J8 -7_ CAD Fle:031901 Sheet No. A-8.7 of Sheets O POOL — NORTH 3/8" = 1 -0" O POOL — EAST - 1' -0• Date Revd ion 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue. WA 98004 COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TUKWILA, WASHINGTON 3)0/ Sheet She POOL ELEVATIONS ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application Randy Fnr Job No.: 160 Dote: 5/7/01 Drawn by: D.S. Sheet No. A- of 'UL1 i jg.OWb2 6E2tas 8 8 � 6 . ^ / \ 1 '*°`" t / \ \ JI O POOL — NORTH 3/8" = 1 -0" O POOL — EAST - 1' -0• Date Revd ion 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue. WA 98004 COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TUKWILA, WASHINGTON 3)0/ Sheet She POOL ELEVATIONS ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application Randy Fnr Job No.: 160 Dote: 5/7/01 Drawn by: D.S. Sheet No. A- of 'UL1 i � 6 0 1 '*°`" O POOL — NORTH 3/8" = 1 -0" O POOL — EAST - 1' -0• Date Revd ion 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue. WA 98004 COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TUKWILA, WASHINGTON 3)0/ Sheet She POOL ELEVATIONS ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application Randy Fnr Job No.: 160 Dote: 5/7/01 Drawn by: D.S. Sheet No. A- of 'UL1 i \/ BOARD ROOM — EAST n EXERCISE ROOM — EAST „ ,._ O ACCT. — SOUTH O ACCT. — NORTH ANGLE MEW EXER 3/8- = t' O BOARD ROOM — WEST 3/8' = 1'-0" ANGIF NEW ISE ROOM — WEST R�eM ion J6\ Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 a.u..". WA ORA. • o A r 4/61=1", N • /\ / \/ \/ DOW FLETCHER Hotel Design and Construction 1 J O ACCT. — WEST 3 3/8 = 7200 FUN CITY WAY TUKWILA..WASHINGTON ANGLE NEW EXERCISE ROO._ — SOUTH 1)0/ f/ COMFORT SUITES Sheet Title NEW HOTEL INTERIOR ELEVATIONS N N5 /\ / /-\ — I / N / / N N ✓ O ACCT. — EAST ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application N Job No.: 160 Dote: 5/7/01 Drawn by. D.S. �wc3 saw 7 7 / N N ZN / ANGLE MEW f. EXERCISE ROOM — NORTH Sheet No. N • I / N ZN �= wevo ✓ ca�i.�.� -Ts BOARD ROOM — SOUTH O BOARD ROOM — NORTH i!° A-8.9 O ADMIN. - SOUTH / / ADMIN. - EAST O BUSINESS CENTER - NORTH Revon i N i Nt i N N N i 1, BUSINESS CENTER - SOUTH 3/8• = 1' -C 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 RPIIPVIIP WA QRnr14 J)40/-09/ H -- - F - - - - I - - - -- I - - - - -i I I I I I I I I I o 11 I I W I I w I I I I I I I I I I I I I I 1 I II II II 1 O GUEST LAUNDRY - SOUTH �, GUEST LAUNDRY - NORTH O GUEST LAUNDRY - EAST 7 v COMFORT SUITES NEW HOTEL 7200 FUN COY WAY TUKWILA, WASHINGTON / O ADMIN. - WEST O BUSINESS CENTER - EAST Sheet Title INTERIOR ELEVATIONS O GUEST LAUNDRY - WEST ❑ Design Phase ❑ Construction Document Phose ❑ For Permit Application Job No.: 160 Dote: 5/7/01 Drawn by. D.S. Sheet No. R -, e ,0 -,6 / / \ \ \ \ \ / / / 1 ., — V O ADMIN. - SOUTH / / ADMIN. - EAST O BUSINESS CENTER - NORTH Revon i N i Nt i N N N i 1, BUSINESS CENTER - SOUTH 3/8• = 1' -C 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 RPIIPVIIP WA QRnr14 J)40/-09/ H -- - F - - - - I - - - -- I - - - - -i I I I I I I I I I o 11 I I W I I w I I I I I I I I I I I I I I 1 I II II II 1 O GUEST LAUNDRY - SOUTH �, GUEST LAUNDRY - NORTH O GUEST LAUNDRY - EAST 7 v COMFORT SUITES NEW HOTEL 7200 FUN COY WAY TUKWILA, WASHINGTON / O ADMIN. - WEST O BUSINESS CENTER - EAST Sheet Title INTERIOR ELEVATIONS O GUEST LAUNDRY - WEST ❑ Design Phase ❑ Construction Document Phose ❑ For Permit Application Job No.: 160 Dote: 5/7/01 Drawn by. D.S. Sheet No. O PANTRY - SOUTH f� -Gd+q GG3 /%Y LAUNDRY - NORTH = / / PANTRY - NORTH '7-} / / Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 DOW FLETCHER Hotel Design and Construction COMFORT SUITES NEW HOTEL 7200 FUN COY WAY TUKWILA, WASHINGTON O LAUNDRY - WEST / \ LAUNDRY - EAST O LAUNDRY - SOUTH Sheet Title INTERIOR ELEVATIONS N / ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application I ❑ Readv For Job No.: 160 11 1 I Sheet No. Dote: 5/7/01 N Drown by: D.S. 0 • ■ / ran 115,..115,..11 ar I I et VV• VV VV i ` \ \ / / / VV o Lo47 . J 1 o0000Om0O I 113€ Birregil O PANTRY - SOUTH f� -Gd+q GG3 /%Y LAUNDRY - NORTH = / / PANTRY - NORTH '7-} / / Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 DOW FLETCHER Hotel Design and Construction COMFORT SUITES NEW HOTEL 7200 FUN COY WAY TUKWILA, WASHINGTON O LAUNDRY - WEST / \ LAUNDRY - EAST O LAUNDRY - SOUTH Sheet Title INTERIOR ELEVATIONS N / ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application I ❑ Readv For Job No.: 160 11 1 I Sheet No. Dote: 5/7/01 N Drown by: D.S. 0 • ■ / ran 115,..115,..11 ar I I et W z U / i O 1ST FLOOR HALL - SOUTH 1 N / / N / N Ron to � ioi, 9/ / 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TUKWILA, WASHINGTON Sheet The INTERIOR ELEVATIONS ❑ Design Fhose p Construction Document Phase ❑ For i Applicatio n ❑ Reedy For Job No.: 160 Date: 5/7/01 Drawn by: D.S. 160Jr8 -12_ fo33Y= �7��/•aT�ONS ,r2A. 7YP/ n rover s ) Sheet No. A-8.1 2 of Skeels 1ST FLOOR HALL - NORTH 1 DOW FLETCHER Hotel Design and Construction Dow Fletcher .& Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 Telephone: (206) 454 -0029 Fax: (2061 646 -5904 1111111111111 COMFORT SUITES Sheet Title NEW HOTEL INTERIOR ELEVATIONS 7200 FUN CITY WAY TUKWILA, WASHINGTON ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For Construction Job No.: 160 Date: 5/7/01 Drawn by: D.S. 160 A8 -12— CAD File:031901 �6 im Z06. Y z6sa7ion/ . X32 - u'e4' L �va7S5� Sheet No. / W z J 0 A -8.1 3 of Sheets z 2 0 1 2ND FLOOR HALL - NORTH Date Revi ion DOW FLETCHER Hotel. Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 .4a,4 nrinn 7200 FUN CITY WAY TUKWILA, WASHINGTON ])ot w COMFORT SUITES Sheet Title NEW HOTEL INTERIOR ELEVATIONS ❑ Ensign Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For N / / / / N N N N / / / N N / N / N / / N / / / / N N Job No.: 160 Date: 5/7/01 Drown by: D.S. 160_A8 -12_ Sheet No. A-B.1 4 of Sheets 0 Q N gay N N N N / N N / N N N N / / N N N N / / N Rev ion N / DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue. WA 98004 / N Do/-ow N / COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TUKWILA, WASHINGTON / N N / Sheet Title INTERIOR ELEVATIONS N ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application ❑ Ready For N / Jab No.: 160 Date: 5/7/01 Drawn by. D.S. t60�9 -12_ / N N Sheet No w Z A-8.1 5 r:Sheets LAUNDRY REST ROOM 3/8" = 1' -0" PUBLIC REST ROOM 3/8" = 1' -0" 13 POOL REST ROOM WOMEN LAUNDRY REST ROOM 3/8" = 1' -0" CEIUN ® PUBLIC REST ROOM 3/8" = 1' -0" TOILET ACCESSORIES ITA -1 I TA -1 SHALL NOT PROJECT BEYOND FRONT EDGE OF WATER CLOSET AT PUBLIC TOILETS, EMPLOYEE TOILET AND ACCESSIBLE GUEST ROOMS TOILET PAPER HOLDER RECESSED ITA -1.1 I ITA -2 I ED LAUNDRY REST ROOM 3/8" = 1' -0" ITA -3 MEN WrTAAFN OPP ITA - 4 uIUNG TISSUE SHOWER TOWEL SHELF GRAB BAR DISPENSER CURTAIN ROD MTH BAR (TUB) RECESSED SURFACE MTD SURFACE MTD SURFACE MOUNTED 88 -925 FE -16G x _ 08 -1453 x 24 8 -524 8 -5237 (M056 ITA I PUBLIC REST ROOM 3/8" = ITA NOTE: PRONDE WOOD BLOCKING FOR ALL TOILET ACCESSORIES MOUNTED IN GYP. BD. PARTITIONS MAINTAIN INTEGRITY OF FIRE RATING WHERE ACCESSORIES ARE IN RATED WALLS. ITA - 7 I GRAB BAR (TOILET /2 -WALL) SURFACE MOUNTED ED LAUNDRY REST ROOM 3/8" = 1' -0" ITU 7.11 MEN 24 TA- 7.21 GRAB BAR GRAB BAR GRAB BAR ROBE HOOKS PAPER TOWEL (TUB) (TUB) (SHOWER /2 -WALL) SURFACE DISPENSER SURFACE SURFACE SURFACE MOUNTED MOUNTED SURFACE MOUNTED MOUNTED MOUNTED 8- 6206.99 x 30 8- 6206.99 z 24 8- 6237.39 (MOO) 88 -1402 8 -262 I DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 3)o o ITA -6 I OA I O PUBLIC REST ROOM 3/8" = 1' -0" ITA-11 I L1 -6 j j 100 -12 1 MIRROR SAN. NAPKIN TOWEL RSP./ SURFACE DISPENSER WASTE REaEP. MOUNTED RECESSED RECESSED 9 -290 B -3500 .x 25 9 -3344 ITA -To I i� MEN I WOMEN OPP. ITA -15 I SANITARY UTILITY SHELF NAPKIN WITH MOP AND DISPOSAL BROOM HOLDERS RECESSED SURFACE MOUNTED E -53 8 -224 x 30 SHELF RAG HOOK DRYING ROD COMFORT SUITES INTERIOR NcN HOTEL RIOR ELEVATIONS 7200 FUN CITY WAY © PUBLIC REST ROOM 3/8" = 1' -0" 10 POOL REST ROOM rs/,A<o.A�,ape 11 POOL REST ROOM 3/8" = 1' -0" 3 / 8 " = 1 ' -0 " MOP HOLDERS ITA -16 1 TOWEL BAR SURFACE MOUNTED HR -1'891 ❑ Design Phase ❑ Construction Document Phase ❑ For Permit ITA -17 FOLDING SHOWER SEAT SURFACE MOUNTED ITA -18 I t 2 -0 MIRROR SURFACE MOUNTED Job No.: 160 Dote: 5/7/01 \-1-.5/ Z POOL REST ROOM 3/8" = 1' -0" ITA -1B I Sheet No. LTA- 20 1 MULTI - PURPOSE UNIT SOAP MIRROR, SHELF AND DISPENSER SOAP DISPENSER SURFACE RECESSED MOUNTED -51 83 -1492 8 -550 B -822 MEN A -8.1 6 0 ELEV. DOOR HEAD O ELEV. DOOR SILL O ELEV. DOOR SILL ® ELEV. DOOR JAMB O LADDER 2' CLEAR Dote Revision ® DOW FLETCHER C Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Suite 1150 Bellevue, WA 98004 J70 -0 COMFORT SUITES NEW HOTEL 7200 FUN CITY WAY TUKWILA, WASHINGTON TOP PLATE 4TH FLOOR 3RD FLOOR 2ND FLOOR 1. FLOOR AL!Pd d 1 +d f J,�,rr�q 1r CEILING Sheet Title ELEVATOR � T BLOCK OUT MEEK BL OU Sr WT A ELEVATOR SECTIgN I■I. taiga I14rAWL4WAYs% IMLr1//?AWAtt111i =VP r ❑ Design Phase ❑ Construction Document Phase ❑ Far Permit Application I I� Job No.: 160 Date: 3/19/01 Drawn by. D.S. TYPICAL ROOFING RIP FLASHING EIF.S. ON 1/2' CDX PLYWOOD 7 FLASHING 12' OR PER MFR'S - ECS. 2xa ,6' O.C. H SIDE O 5 SIDE OF WALL (1 HR ASSEMBLY) SEE SrRUCTURAl PLANS FOR ELEVATOR PIT Sheet No. 35 �° C PaiSTEREO A -9.1 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE Saite 1150 Bellevue, WA ® STAIR SECTION ,,,. _ D o f COMFORT SUITES Sheet Title NEW HOTEL STAIR SECTIONS 7200 FUN COY WAY TtJt0N A, WASHIN ®STAIR SECTION ,,,. _ ,.�. NOTE: SEE rOR aRAMNGS 8t MESS FOR YORE DEfNtS NQ 0l.ENSWNS. @ M6T STDIRS To 6S5 UB ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Appl"notion ❑ Roods For Job No.: 150 Date: 3/19/01 Drawn by D.S. Sheet No. A-9 HANDICAPPED FIXTURES NO. COMMENTS TOILET GRAB BARS UP 33* TO 34' OFF FLOOR 2 TOILET UP 17 TO 19" OFF FLOOR 3. TOILET PAPER DISPENSER 19' OFF FLOOR 4. . SINK 29' MIN. CLEAR UNDER RIM, 6' MIN. SINK DEPTH, LEVER FAUCET HANDLES sum OF MIRROR MAX. 40*. OFF FLOOR. 6, 5 DIAMETER HANDICAPPED TURNING CIRCLE , HANDICAPPED TUB WRH THE FOLLOWING: TUB CRAB BARS AT BACK - 24' WIDE AND 33' OFF NB FLOOR SECOND BAR CENTERED 9' ABOVE RIM OF NB iI1 B GRAB BARS EACH END 24 WIDE, UP 33 MIN. T B SEAT TO BE MOUNTED IN 1UB AUCETS AND OTHER CONTROLS SHALL BE MOUNTED ND SHALL NCR BE MARE THAN 24" FROM CLEAR FL SHOWER SPRAY UNIT, WITH A HOSE 60' LONG THAT R AS A HAND HELD SHOWER, SHALL BE PROVIDED. EACH RANGES AS PER U.6C. SEC. 1106.6 IN SHOWER WITH NE FOLLOWING EQUIPMENT: RAB BARS3- SIDES, UP 33* TO 36 OFF SHOWER F RAB BARS ERHER END SHALL BE 27* LONG RAB BARS OPPOSITE CLEM FLOOR SPACE $HALL of TALL SIZE 3' -0" x 5 -0 ROLL-IN TYPE ATER CONTROL ON SIDE WALLS BETWEEN 38' AND 4 ITH U,B -C. SEC. 11066 SHOWER SPRAY UNIT, WTTH A HOSE 60* LONG THAT R AS A HAND HELD SHOWER, SHALL BE PROVIDED. EACH RANGES AS PER U.B.C. SEC, 1106.6 TER SINKS, 34 ABOVE FLOOR AT RIM. a CLEARANCES OF 2Y HIGH AND 30' MOE AND 8 TO BE 6 1/2' DEFP, ATE EXPOSED HOT WATER AND DRAB! PIPE OR ITEMS S FOR HEARNG IMPAIRED TO HAVE NE FOLLOWING SUAL ALARMS NOT LESS THAN Kr ABOVE FLOOR O LEPHONE JACK N TABLE FOR PORATABLE PHONES ECTRICAL OUTLET VANN 4B' OF PHONE EQUIPMENTUCH ROOMS SHALL HAVE SEPARATE VISUAL ALARMS ASHINGTON STANDARDS, DESIGNATES ROOMS EQUIPPED FOR HEARING IMPAIRDE 2 ROOMS FOR HAOICAPPED AIRE v/ D 1 AS PER U.B ROOM EQU.C. IPPE 2 ROOMS FOR F6ARRIG UNP (a) Proportions Fit 43 1ateeutiaui Symbol of Aeassibft Display Condit ions • L;Ja 7bM SbY 1y.4S Nidwa Oww NI S_wMb W w TaMw i iL e NOTE: If y <30in. (760 mm.), then x shall NOM Ws 1.0N31wi awl del be (685 mm.). 1.4814(...* - (I) Famed IErde RegebN T `DLII,ITEr� ITTN1 k MK-. I r1 A L ;30.4 -' Date Revision 1-0 9 / Iaett j b rD a) EM RaehraYYR MaWWy MVO RN Omemes tr 7iybela SY,wawSbeavibwews • ROA ieweSM da a SIN ILKEY: w +pow DOW FLETCHER Hotel Design and Construction N) • 1M]bU.Td wbsalxtrrarTab FILM ' 9)d met Swiss at Bodnar ad Cob Runs AI®f W MA1bWM.STAPOYa■I1TJiRa WK3w[b Tr @I 1. Sea ;ad of Tub COMFORT SUITES Sheet Title NEW HOTEL ADA DETAILS ❑ Design Phase ❑ Construction Document Phase roH Chu Root Sett Job No.: 160 Date: 3/19/01 3n7D REGISTERED Alp,^. td7Lfe� Sheet No, A_ 7 r1 1 1 /2'X20 GA PERE. STEEL PLUMBERS TAPE ENCIRCLING TANK FROM BOTH SIDES FLOOR JOISTS NOTCH O.W.B. AROUND JOISTS WATER HEATER - HOLD TIGHT TO GYP. BD. C TY!. BEAM WRAP E 11,2 -, -0 4' MIN. WOOD 3X4 GYPSUM WALLBOARD WOOD 2X6 LEDGER X3' LAO SCREW ./ wASHTR 3/4' X 20 GA PERF. STEL PLUWEERS TAPE ELEVATION 6 WATER HEATER SEISMIC RESTRAINT MTS. GYPSUM WALLBOARD a r.F.E SUPPORT - (2) 1/4'8X5 LAG SCREWS FLEXIBLE WATER CONN. FLEXIBLE WATER CONN. 11/2' X 20 GA PERE. STEEL PLUMBERS TAPE TANK FROM 00TH SIDES WOW 2X6 LEDGER FLEXIBLE GAS CONK ANCHOR WATER HEATER TO BASE - BASE TO FLOOR RAISE PILOT LIGHT 18' ABOVE FAR. FLOOR O 1 -HR. COL. — Dote Revision I DOW FLETCHER Hotel Design and Construction nnul Flntrhe. A. Acer..:n /nr WOOD 2 X 6 LEDGER DOI -0 1/[ WWP -k$AIn QP. CO. r="7 TUB NON -FIRE RATED WALL FIRE EXTINGUISHER 13 WALL RECESS TUB AT COMFORT SUITES NEW HOTEL ® 1HR. COL. Tr� CORRIDOR WALL Sheet Title DETAILS BBWt 5/If TBE X WE AB Ito ARS CMOS WTAD I® THICKSET TILE/ PEDIMAT FLOORING O TUBAT GUEST ROOM WALL EL WAAL RE PR TIE OWL 6 REM fECIONABK 14 WASHER ❑ Design Phase Job No.: 160 ❑ Construction Document onstruco Phase Date: 3/19/01 5/e IN B- R55IAO LIP. Ii9EXf OVNELS P.T. WOO SW Ile YAM AMU Re MOW CO n BNB Ste TR X TNT AD MD AILS OA OUX6.0 TUB Sheet No. A 11 TYPICAL 1 -HR WALL ASSEMBLY 1 LAYER . 5/8" G8FK TAPER OF " G.B.K ALL EXTERIOR YOU_ ASSEMBLY O TYP. MECH. CHASE O TYP. MECH. CHASE CHASE CAYCY ' 4O77LPk1 2 X4 FRAMING AT .A i6- 0 MAX. O TYP. MECH. CHASE SCALE: 1-AIL-LC , / 2 LAYERS 5/8' G.BK OF 28 GA GAY. MR FAN HOUSING 7 -HR. WALL 26 GA LIR PIPE 4' 0 ASSEMBLY DBL 2 X4 CONT. /8' G.B.X. 5/8- %M OVER RC -1 CH/NNELS. O TYP. MECH. CHASE D °te Revision s � 5/8" CELL OVER RC -/ CHANNELS TYP. MECH. CHASE SOME 1 - -1-0 DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave. NE S,,;e 1 15n 2 - LAYERS OF 5/8" GAIL AT TOP MID BMX OF CHASE SOFFIT FIE DAMPERS R Duct PERORATIONS OF RATED WALLS DEL. 2 X 4 CONE GPM METAL DUCTS SEE MECHANICAL DRAWINGS 2 X 4.AT 16" O.0 7200 FUN CITY WAY TIIKw71 k WASHIN0T0N TT RATING FIRE CAULK -80 SILICONE 4 - SIDES OF OPENING - TYP. 22 GA HOUSING FIRE BLOCK AT � :T OF OPENING �1 SPACE T CtININEL ±� T, RATING FIRE CAULK-BO SILICONE 4 - SIDES OF OPENING -TYP. FRE DAPPER - SEE SHEET 17a. FF -50 AND EB-50 AIR FLOW TO ROOF 9/ COMFORT SUITES �I Sheet Title NEW HOTEL DETAILS 3 H DUCT CAM. 26 GA MTL. �OBL HOARDER CHASE OPENING ONLY —2 -LAYERS OF5/8 G.BNL W.R. IN CHASE O TYP. MECH. CHASE C cao.E T7E A- 07 aG 0.*cs5 3 Lys /H,0 sco .�JTj L� ❑ Design Phase ❑ Construction Document Phase ❑ For Permit Application Job No.: 160 Date: 3/19/01 Drown by: D.S. Sheet No. 679 2 RESISTERED ARCHiTECC Q r,rr e> vrtsnmc:rx A-1 2-2 NOW& e ��� u �� VEM SUMS APW anER °ICES 5k1HW •HAVE A ARiAIHI-O TSINC ES LG -cn ALL.. MON WETS. 2 -.I.O.M' alcws �a ATE 13 .FIA4 T AtG •S.1 - Z AR.r4 F -. At�t CiVl74 II AC` A7114 _ � 3. 9l 5Fa'Ei IAA ...m. -_ -T �Qt 3i4%AN1ffi.50 - mcm�gs O PLUMBING VENT DTL. PO SG. LEADER HEAD DOWNSPOUT FLASHING FLASHING Ai ..,„....._, ,„„„,,, 3 - CWT STUCCO OVER Iv/ F.LFS FINISH SYSTEM OVER 5/Fr GYP_ SHEATHING TYPE Y ANO yr G0. PLYWOOD SHEARING 7 FLASHING CLASS SINGLE PLY ROOFING RIGID INSULATION O SCUPPER Dote Revision DOW FLETCHER Hotel Design and Construction Dow Fletcher & Associates 500 108th Ave_ NE Suite 1150 COMFORT SUITES NEW HOTEL 7200 FUN COY WAY TUKWILA WASHINGTON NOM 4 D 0/ -0 71 Sheet Title ROOF DETAILS HRSi>O . CAPP., GAST&TYD_FtSTE.RS zaE;:vas:&xAC COMMONS: SWUM _ Pkl FASTENERS NOTED 'e9:GSYfG'R 5IRSR64$3- 2 RP SN.T :H 6K-Il E AR "- U* N ENSRAN E4 HSV.A$OH (R TaVE]✓stW9 ION i 3. 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Sheet No. NOTE: VERIFY ALL SPECIFICATIONS WITH MANUFACTURERS. 07 u I `. eEgiSTERED I SECT 1 A r an ;kiH srrr o; :�st +ecmn A-1 2-3 1 44aqi h $ 1490J 4:1q, ihthing I'll .- .1pkION L2114,_ a qe 4 ; 11 0 4,1 11 4 1 t m. _,0 4 ...„:11 fl uY 0 d 1 0. 0 1 %g:11 , 1.1'4 1 , i glin I ltiq11 4 1 (1 1 1 1 81Pg,:iivlig IlegPEC; .. - _.- Sr / ••_ \sines 40 1158.8 SUSPENDED SYSTEM TO., 1 €1. ,,, 2' by 6'(51 mm 63152 am) fi ' - -meal. wend sods 16•(406 ®)m seas bonier face lo; s..sets,(159 rem)lypeX gyps.. a.m ,. the base Layer pbi•d vrdoay aced awrhed with Lad boo gals 12 (305 mm) on ocatec The face ,ter kpaml bucaally amd amcbrdwiW Sd box ands 8'(203 baba)ort omee.-ot joie ad lP(305 man)m crater elseahve lbe candor fire has base Layerof'!g (1s9 ®) X gypsum wallboard pi aced vertically with 64 boa mails 5 rean) m muter NM= ad,(305 =Oen aster elsewhere. 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SW -10 MT, 10 13]0 Date Revision CABLE PENETRATION O DUCT PENETRATION 4 DUCT PENETRATION NO SCALE ND WALE NO SC. m� 1 Hotel Design moil Construction Dow Fletcher & Associates mEY WlblallCtaN al0a•a3i 1 DOW FLETCHER NEW HOTEL 7200 FUN CITY WAY 21¢ Ytl9d-- 2nyet559 gasum panels 59 nb7t 3 ROOM Coot ea Side -2:c la' 0c- 2 BavD 6 - nn 174 !(i,(,tf ittik SYB-- IIFldmaeprmMlma Sidespu02a•mG— cesa 11k asisieanstatl pasterlan -ppN ha vhgs Ndgt .ypllatmdfa6lws anal gat -base Maspain r_12 - balm-- joOfry- ULC.U34 COMFORT SUITES Sheet Title DETAILS ACCESS PANEL sz*f � ¢lea�.sum.6xuddttakRPaS$af... - atptr wa0s:31WaT 1fiP �.+?+ a6.emsa.tiessac,.a. sae mk�.� drapeon mNefurNe Sea. swre )ge§ i�►atFw ¢3wi�CSemsiahaemimarsasE� aaeas u¢ ... �lm�asVp+awgaY3wtmStakoe ::_ -. - MOUNTING SLEEVE ❑ Design Phase ❑ Construction Document Phase ❑ For Permit NOTE: VERIFY ALL SPECIFICATIONS WITH MANUFACTURERS. Job No.: 160 Dote: 3/19/01 nrnum by n FIRE RATED STRUCTURE (6N1&PP OPnt6.' L 13'FED FIRE DAMPER (5N1or -e Flea wt-t1 041 moo) t�' 'I' CSTERES ` ARCHITECT Man Mmzr F r F [ { 3hii9G i14:: i:.C.dJti S Sheet No. 1 A -1 2-4 DATE LIVE LOADS 05/10/01 10 C TY RENEW COMMENTS 06/15/01 L CITY RENEW COMMENTS GENERAL NOTES DESIGN CRITERIA CODE UNIFORM BUILD :NG CODE (LAIC) - 1997 ED= ROOF ............._..25 PSF FLOORS CORRIDORS, LOBBY ............ PSF ALL OTHER ROOMS ...............40 PSF BASIC NW SPEED ...........80 MPH, EXPOSURE 8 SEISMIC ....._......ZONE .3 GENERAL CONDITIONS 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL ORAWNGS AND SHALL NOTIFY THE STRUCTURAL ENGINEER CF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING NTH THE wax 2. THE CONTRACTOR SHALL VERIFY ALL OMENSOS ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. THE AROITECT/ENf,DEER SHALL IMMEDIATELY BE NOTIFIED N WRITING OF ANY 01SOEPANCES 3 ALL OMISSIONS OR CONFLICTS KEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT MD THE STRUCTURAL ENGINEER &'ROE PROCEEDING NTH ANY WORK SO INVOLVED. 4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE ONE THE 'GENERAL NOTES AND /OR 'STANDARD DETAILS. 5. IF A SEEOFIC DETAL IS NOT 9HONN FOP MY PART OF THE NOM, THE CONSTRUCTION SHALL BE THE SATE AS FOR SNMAR AMOK 6. WORKING DIMENSIONS SHALL NOT BE SEALED FROM PLANS SECTWRS, OR DETAILS ON THESE DRAWINGS. 7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION WHICH IN 11S OPPIOI OUGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE. 8 THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS NOKC AND HE SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS 1EIHWS TECHNIQUES SEQUENCES MD PROCEDURES AS A PART OF HIS RESPONSIBILITY, THE GENERAL CONTRACTOR SHALL PROVIDE THE SERVICES OF A LICENSED STRUCTURAL ENGINEER T' DES4R AND SUPERVISE ANY SCAFFOLDNG FOR HIS WOMEN AND SHORING Cr FORMS AND ELEMENTS OF CONSTRUCTION AFFECTED BY HIS MONK 9. ALL MINK STALL CONFORM TO NE MPIIMUM STANDARDS OF THE LATEST EDITION OF THE UNIFORM BUILDING CODE, 1997, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER ANY PORTION OF Of MOW 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS WHERE THE NOTES DRAMS MU/OR SPECI0CATIONS OFFER, THE MORE STRINGENT REQUIREMENT NT STALL APPLY: 11. REFER TO THE ARCHITECTURAL DRAWINGS Fop NF00113KN NOT COVERED BY THESE GENERAL NOTES OR ME STRUCTURAL DRAWINGS 12. VERIFY ALL 0MEN0WS N FIELD AND PROVIDE ADEQUATE 010010> MD BRACING OF ALL STRUCTURAL MEMBERS GANG C 1STHUCOON NOTIFY ENGINEER OF ALL FELD CHANGES PRIOR TO NSTALIAINN 13. OISCREPANOES FOUND BETWEEN STRUCTURAL DRANNNGS AND ODER DOCUMENTS ARE TO BE NOTED IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION 14. ALL CONSTRUCTION STALL BE DONE WITH MATERIALS MEMOS, 003 WORK- WARSHIP ACCEPTED AS G000 PRACTICE BY NE CONSTRUCTION NDUSIRY IN CONFORMANCE TO THE PENSIONS OF THE 1997 E01101 OF THE 'UNIFORM BUILDING CODE' (U0C), AND STANDARDS RE130001D DEREK 15. 0PES, DUCTS SLEEVES, OPENINGS POCKETS CHASES 81004-OUTS, ETC, SHALL NOT BE PLACED IN SLABS FOUNDATIONS ETC., NOR SHALL ANY STRUCTURAL MEMBER BE WT FOR SUCH ITEMS MESS 5°ECETCALY DETAILED ON RIESE STRUCNRA DRAWINGS FOUNDATION 1. STRUCTURAL DESIGN COWRIES NTH CFOTECNNICAL REPORT PREPARED BY AE9 DATED NOVEMBER 1S 2000. 18' DIAMETER AUORCAST PILES ARE UTILIZED FOR VERTICAL AND LATERAL 03904 LOADS AUCERCAST PIES ARE TO BE TIRED TO DEPTHS STORED ON THE PLANS FOR A CAPACITY OF 50 TONS. SOL BEARING PRESSURE, ACME UNRESTRAINED PRESSURE ACTIVE RESTRAINED PRESSURE: PASSE PRESSURE SOIL FRICTION COEFFICIENT: SOL PROFILE: FROST DEPTH: REVISION 1000 PSE 35 PCF 50 PCF C250 3 PT �L1 Se it. 2. SUBCRADE PREPARA0W, DRAINAGE PRONSIWS, AND OTHER RELEVANT SOL CW9DER/MOS ARE TO BE N ACCCDAN0 NTH SAID GEOTECHMCAL REPORT. 3 SOIL EN0NEER SHALL BE RETAINED TO PROVIDE OBSERVATION AND TESTING SERVICES DURING THE GRADING, PLACEMENT, FILL COMPACTION AND FOUNDATION PHASE OF CONSTRUCTION PER GEOTE1I*CAL REPWT RECOMMENDATIONS INSPECTIONS AND TESTING REPORR SHALL PE =TATTED TO THE BUILDING DEPARTMENT AND THE ENONLLR OF REC0.7D. 4. REFER TO THE SOILS REPORT FOR ADO0OAL DE9GN CRITO0A RELA3NO TO 0OING RAM!" AND SURCHARGE 5. SLAB ON GRADE SHALL BE SUPPORTED o COMPETENT NATIVE SOTS UNDERLAIN BY A LAYER OF FREE DRANNO STRUCRIRAL FILL AS SPECIFIED BY THE 00RECHNIC0 REPORT. ANY INFORMATION OR DATA ON THIS DRAWING IS NOT INTENDED TO HE SUITABLE FOR REUSE 4. WHEN PLACING CONCRETE 00 NOT ALLOW COKRETE TO civ. SUCH THAT EL MATERIAL S NNXED NTH CONCRETE OR THAT CABLE SUPPORTS ARE DISTURBED. A an MEMBER 9HAL FOLLOW THE CONCRETE PLACING NTH A HOOKED BAR TO INSURE THAT TENDON SUPPORTS ARE INSET N THE NET CONCRETE MD THAT CASES ME 00000TED TO 1W -0911 AT THE OF CN0ET1 PLACEMENT. S SEAL TOP OF SLAB NTH CRJG COMPOUND AS RECOMMENDED BY 'WARMER CARE 913AD BE TAKEN DURING HOT AND WINDY HEADER TO PROTECT CWOETE TRW DENG RUN N 014161ONS OF AO 305 01 306. 8 K9061000 OF CONCRETE STRENGTH POW TO 511133040 TO BE 0BTA1$D BY CINDER TEST. PRESTRESSING STEEL POST TENSIONED CONCRETE 1. THE CONTRACTOR SHALL TALE PRECAUTIONS TO INSURE THAT 1YX DESIGNS, ORRBJG PROCEDURES AND PLACING METHODS MU. MNIIZE SHRINKAGE CRAVING. COMPETED SLABS (AFTER SEEM) WINCH APPEAR TO HALE A LARGE NUMBER OF CRACKS AWL REWIRE RENE THE 694100 TON SHALL BE RESPO49051 FOR NOTIFICATION OF IRE POST- TEN90@LG 100001R F01 RENEW OF UNUSUAL ANOINT OF CRAVING MERE REPAIRS ARE REQUIRED TO AANTAN THE miaow OF Of BAR THE CONTRACTOR 90* 1 RETAIN NE POST- 1EN9OMIG ROWER TO PROVIDE REPAIR DETAILS 2. =METE SHALL PRODUCE OF NNW STRENGTH OF 5000 P9 AT 28 DAIS AAXIIE SIZE OF AGGREGATE SHALL BE 1 INCH PER ASIA 133 PORTLAND CEMENT SHALL CONFORM TO A5M C -150, TYPE 0. CONCRETE MXES SHALL BE DESIGNED BY A CERTIFIED INDEPENDENT IABORATJBY MU APPROVED BY THE ...ER. 3 60300111 PLA0NON1 SHALL BE N ACCORDANCE NTH RECOWNDADO6 N AO 614, AO 301, AND AO 318 MECHANICALLY VERN E CONCRETE ONLY AROUND POST TREEING maws AND IADFR ROLL OUSTS ETC mum ALL DEBRIS FROM FORMS BEFORE POURING. CONCRETE PLACLENT 9WR4 SHALL BE 6 INCHES NANNY. PIESRES'SYHG S100, SHALL BE SEVEN -AWE LOW RELAXATION STRAW N ACCORDANCE NTH A51A A416, GRADE 270 KS, NTH A GUARANTEED ULTIMATE OISNE S10ENG1H OF 413 ALPS ALL wax sou BE CEAN AND FREE FROM COINROSON. NONA DIAMETER NORM AREA NNNUII TEMPORARY JACKING FORCE ANCHORAGE FORGE FINAL ETFECNE FORCE 2. FABRV:MON AND MAPFACUE OF Of GAS SYSTEM BULL BEN AOWRDANC MN THE ONE SEEC ECATI N5 AS WIPED BY DE POST- TETS70 40 INSTITUTE 3 51RANU1 S COATED NIH A RUST PRETEND* CEASE AND ENO05ED N A 9AM15F. PLASTIC BEATING ITT7AINN). TORN OR DAMAGED WADING SHALL BE PATO. BEFORE CONCRETE PORING VALE TEARS LESS NAN 6 INDIES N LENGTH FEED NOT BE PATCHED. 4. MOORAGE SHALL BE MOOSTRAD TYRE ANCHOR ESTER NTH CURRENT IC80 APPROVAL USN' A DUCTILE TROT CASING OF AT LEAST 2.25 DIMES BY 00 INCHES OF BEARING. REUS*0E PODET- FORMERS ARE TO BE USED ON ALL STRESSING ENDS 1IE POCKET- FORMED SHALL PROVIDE ADEQUATE CINXE7E CON0U0 FOR THE ANCHOR AS REWIRED. OPPNG POOET- FO4ER5 NON OR OMER MATERIALS FOR EASE OF REMOVAL, S ACEPTABLE ALL DEAD END ANCHORAGES SHAT BE SDP FAENCATED, PRESEATED EDGES TENDON PLACEMEN 1. REFER TO THE PLANS AND OR THE IRON PLACEMENT FOR THE LOCATION OF EACH DEEM TENDON PLACING SEQUENCE 1. UNROLL TERM/ COL STARTING AT DE LEAD END FEET. AT THE STEENC END PASS Of TENON TROUGH THE ANCHOR MIND PQ0ET FORTER REMOVING THE PLASTIC SWATHING NTN 1 NW OF TE VAC( OF THE ANCHOR 51010E THE DEAD ENDS AT 5001300 ENDS RN NAILS BE SUE TO PROVIDE THE PROPER CONCRETE COVERAGE AT THE DIM OD, 2 3CUE ALL TENDONS AT EACH NTRSECTKIN NTH THE APPROPRIATE CHAR CR NON SINGS PLASTIC CRABS NB. FRONDE SADDLE OR SIDE DIPS FOR THE 7041015 NOD ON.0 BE TED AT DORY OWD TEM= NTERSECTDL DOCLE 9004 ON OTHER CHARS NIVi ALLDw vows 10 MOVE 37ERAUY SHALT. BE 7E0 AT EACH TENDON 011U6£C13& RE ALL TODDY NIERSECTI01 AT THE ERNEEB OF THE STAB 3 RAID OF MID STEEL REINFORCEMENT SHALL BE COOROP4A1ED NTH THE PLACEMENT OF P05T -706000 TENDONS PROPER TENDON PLACEMENT HAS PRIORITY. 4. IT S THE RES PONVOUTY OF THE METE CONTRACTOR TO OEROSE CAE NOT TO DISTURB Of LOCATTN5 OF THEE NS DUNG 001300E RAC'MENT. 1EN006 DEEMED DUNG CONCRETE PLACEMENT BULL BE RESTORED TO PRESRIBE0 LOGIN LOCATION NOR TO Commis SEE TENDON STRESSING 1/2 PEON 753 50 NOES 33 KIPS 219 HOPS 26.8 KIPS ALL TENDON STRE59NG OPERATIONS MUST BE PERFORMED MIDER THE IMMEDIATE CONTROL OF PERSON EXPEAff14®IN POST - TEN9ONG 511359N ORNA0ONS THE PERSON N CONTROL SHALL MAINTAIN STRICT SAFETY PRECAUTIONS AND A WO Co1ROL OF CAME PRESSURE READING MID ELONGATION MEASUEMENIS 2 TENON STRESSING MAY PROCEED MEN THE CONCRETE STRENGTH OBTAINS 3000 Pa TEE ASPECOOOI ECTTW (NOTES B ) RR CONCRETE TESTING REQUIREMENTS 3 ALL TETDO5 BULL BE SMRESEED BY WEANS OF A NORM 15 JACK, 10010D NTH A CAVE RATED 00130E GAUGE. EAOI JACK SHALL BE ACCONPANED BY A CURRENT CALBRATION CHART. E THE WARRED ELONGATION DOES NOT CORRESPOND TO THE CALCULATED ELONGATION BY R. US CR ANUS 7 PERCENT, REPORT DSCREPANCES TO 1HE ENGINEER BEFORE CUTTING THE STRESSING ENDS ON TENDONS 25 FEET N LENGTH OR LESS, GAUGE PRE59RE GN07N5 OVER ELONGATION. 4. 51RE55 TENDONS TO 80X OF ULNAE CAPACITY, u. 33 HOPS (SEE RAW CALIBRATION CURVE FOR GAUGE PRESSURE). SEAT EDGES IN ME 0C10RA0 USING THE HWRAULIC DEVICE BUILT 4.400 THE RAW. REASON MIND RECORD FINAL ELONGATION. 5 TAE SAFETY PRECAUTIONS AS WOMAN;,, I NOT STAND BEHIND THE JACK MODE STRESSING ENDOW. 6. AFTER STRESSING S COMPLETED AND ELWGA004S 4FFIFIED, TENONS STALL BE WT OFF NTHN 3/4' FROM SLAB EDGE 7. AFTER TENDONS HAVE BEEN WT OFF THE CONTRACTOR STALL PRCPE03 SEAL EXESED AN000RAO BMWS. IT L5 RECOMMENDED THAT A NON- METALLIC EPDXY SIX EE USED FOR THIS PURPOSE. D CONCRETE 1. REFERENCE STANDARDS: A0 -301, 00 -308. UDC ANNUM CONCRETE STRENGTH (28 DAYS): 00000 AST PILFS._.........4,000 PSI CONCRETE WALLS............4,000 P9 MA70NUM 9ZE OF AGGREGATE SHALL BE 3/4 INCH, AR- ENTRAINMENT )I.5% TO'5,50 FOR EXPOSED CONCRETE 3 .6 2 MIXING IMPLY PATH AO -301. 00 NOT EXCEED DIE AMOUNT OF WATER SPECIFIED N DIE APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE 40100021 EX WE CAN BE PLACED 4410007 SEOEDADON OR EXCESS TREE SURFACE WATER. 3 PLACING COMPLY NTH AO -301. PROVIDE A 3/4 INCH CH0IFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED 01ERPASE ON ARO0IECT RAL DRAWINGS 4. SLUMP: 4' PLUS OR MINUS ONE INCH TYPICAL 00 NOT ADD WATER TO AN TO INCREASE SLUMP. GREATER SUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH AMY BE ACHIEVED BY USING APPROVED ADMIXTURES 5. WRING. COMPLY NTH AC -301. KEEP CONCRETE MOST FOR SEVEN DAYS MNMUM. 13 EININ0 PROVIDE ADEQUATE JOINING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS SH01N MAYBE ADJUSTED AT CONTRACTOR'S OPTION, PATH PRIOR APPROVAL FROM ENGINEER. 7. READIER EXTREMES COMPLY NTH AO 3058 FOR HOT WARIER. CONY NTH AO 306R FOR COD WEATHER 11 DE WATER- CFMEHT OATD SHALL NOT EXCEED 056 (81' WEIGHT) TYPICAL 9. ADMIXTURE: ENACT TO ENGINEER OF RECORD FOR RENEW AND APPROVAL REINFORCING STEEL 1. REFERENCE STANDARDS ACI 'DETAILING MANUAL' (SP -66); CRS MANUAL OF STANDARD PRACTICE (ASE -1) MATERIALS: REINFORCING STEEL ASTM *615, GRADE 60 RBNFORCNG FIBERS PO.YPROPSENE FIBROUS REINFORCEMENT SPLICES LAP CORNELI S REINFORCING BARS 48 BAR DIAMETERS UNLESS OTHERWISE NOIEO PROVIDE CORNER BARS FOR ALL HORIZONTAL REINFORCEMENT. IAER FOOTINGS .____.3 INDIES 948 2INCHES 5 FORMED SURFACES: WADER FACE _1 -1/2 INDIES is BARS AND SMALLER 2 INCHES 1 6 BARS AND LARGER PERRON FACE -3/4 INCH FOR SLABS A140 WALLS 1 -1/2 INCHES FOR BEAMS AND COLUMNS STRUCTURAL AND MISC. STEEL 1. REFERENCE STANDARDS 019RR, FABRICATION AND ERECTION ARE TO BE N ACCORDANCE MDT THE LATEST EDITION OF THE ASC 'CODE CF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES'. 2 MATERIALS Rif COLUMNS - ASTM A500, GRADE B (Fy = 46,000 PSI) BOLTS - ASM A307, UNLESS OTHERWISE NOTED NEE FLANGE BEAMS - AS1M A572 (Fy = 50,000 PS) ALL OTHER STEEL - A51M A36 (Fy = 36,000 P5) STRUCTURAL STEEL WELDING 1. COEORA TO THE AW5 CODES 01.1 AND 01.3, AND USE ONLY 0011F1E0 ELDERS ENDS NOT 000010 ARE TO BE 1/4' COVINUOU5 FILET AW4NW. USE DRY E70 ELECTRODES REINFORCING STEEL WELDING 7. REFERENCE STANDARDS ANSI/ANSI 07.4 STRUCTURAL WELDING CODE - REIFOR(NO 51EEL' 2 MATERIALS GRADE 40 (MN 0615) OR GRADE 60 (AVM A706). ALL GRADE 60 MOOED REINFORCING BARS WILL BE RECCTED UNLESS A AIL CERTIFICATE 6 SUBMITTED TO THE ENGINEER OF RECORD AND PDIGTES COPLIANCE NTH MBA A706. USE ONLY CERTIFIED NUM. 115E ONLY FRE91 170104 ELECTRODES (MIS 051 ON 05.5) 3 BENDS N 00104.D REINFORCING STEEL ARE TO COWLS WITH AO STAND0DS BENDS MUST NOT 06000 MINN 3' OF ANY ELI. PROVIDE SPECIAL 09011OON PER WC 108 all-LAMINA TED TIMBER 1. CLU- LAMILA1E0 MOOD BEAMS 000331AS 00 COAST REGION, KILN DRIED, ARC SEEOFICA1ON 24F-V4 FOR SIMPLE SPANS, AND 24F -V8 FOR CANTILEVER-SPANS (F5 = 2400 PS TENSION, TYPICAL) NO 51HSDN00V OF OTHER SPECIES au-LAM ADHESIVE TO BE 'Ni- USE' TYPE EXTERIOR GLUE 2 PROVIDE ANC STAMP ON EMBER AND SUBMIT CERTIFICATE TO ARCHITECT AND ENGINEER. MATERIALS MUST BE OBTAINED FROM AN AITC APPROVED FABRICATOR 3 ALL 0D -OMAN BENS SHALL HT 90.10 AND TIGHT IN TIER CONNECTIONS MD DEVELOP FULL BEARING AS INDICATED. MONDE 2000 FT RADIUS CAMBER 0.0.03 LAMINATED VENEER LUMBER (LVL) G. INC NS WKROIl4M1 LN. OR APPROVED ALTERNATE. PROVIDE IC80 REPORT$ SHOWING PRODUCT DESCRIPTIONS TIMBERSTRAND LUMBER (LSL) z\ ( .. 1. 1.5E WS MCROIAW LSL ON APPROVED ALTERNATE. PROVIDE 1CB0 REPORTS SHOWING PRODUCT DESCRIPTIONS DIMENSIONAL LUMBER 1. IEEE 030200EYENT5 OF PS 20-70 AND RADON& GRACING RULES FOR SOFTWOOD LINESIOTAL LUMBER BEAR STAMP O WA. 2 WARM O E1N9CNAL LUMBER GRADES TO BE WALL STUDS: 2x IF STUD GRADE 3: O' /2 WALL RATES 2, if STANDARD (RARE 344 O' STANDARD (RAGE AT FOUNDATION ANTS 2e6 IF STD GRADE 226 AND TIP HE 12 BENTS READERS 6x DEA 4x DF10 NNPA ORAORG POSTS: 4 ;6; OF /2, U.N.O. CURTER NOT NOTED TO BE IF 12. PROVIDE STANDARD CUT WASHERS FOR BOLT HEADS AND TOTS BEARING AGAINST ROOD. ALL 54L5 0R PLATES RESOD ON CONCRETE OR MASONRY, RICH 6 N CONTACT NTH W RESTING 34 FOIDAIKNS SHALL BE PRESSURE TREATED DOUGLAS FR. ALL PLATES SHALL HARE WNW 3/41 ANCHOR BOLTS EMBEDDED 7' PLACE MOAN 9 FROM THE END OF A RATE MD SPACED AT PARROTS SHORN N SCHEDULE (MAMMON 4' -0 CLC SPACING). 5. SOLES N POGO SHALL NOT BE LESS DIM 7 DIETERS IRON DE ETD AND 4 DIAMETERS FRO1 Of EDGE OF D* EWER. 6. NAILS: 30 MIRE VIALS IBC TABLE 23 -W -C -2. NAM N ACCORDANCE NTH UBC TARE 23- 11 -13-1. WOOD STRUCTURAL CONNECTIONS 7. ALL ERRING MONK POSE CAPS BASES HANGERS, STRAPS, ETC. SHALL BE AS MANUFACTURED BY SNPSOE STRONG -1E COMPANY 07 EMMER APPROVED EQUAL PARALLEL STRESS LUMBER (PSL) 1. USE Off WS PARNIAM PS. BY TRUSS JUST MAGNUM OR APPROVED ALTERNATE WOOD 1- JOIST L II/PRO-150 BY DRIB JEST MACMILLAN OR APPROVED EQUAL RiM BOARD 1. 1 1/4' AND 31,2 TMBERSRND LSLINT BOARD BY 1RUS J05T RADIUM CR APPROVED EQUAL WOOD TRUSSES WITH PRESSED PLATE CONNECTORS 1. SUBMIT SNP DRAINS ND CALOIAi10VS STAMPED SOLED AND DATED BY A WA9NG1O1 STATE UCI60) EN 1000 TO EM *100 OF RECORD FOR RENEE 2 CALCULATIONS TO NINE 00405 ENO WARM AN0 WIFE TRUSS PLATES TO BE W80 APPROVED. TOP CHORDS ARE TO BE or 132 ON BETTER 3 ASTAEL moan ESL AND 01OD BRACING AND X BRACING REOURED BY THE TRUSS FABRICATOR MO 1P1 RBLICADCM U4040 WOm TRUSSES OUENTARY A J RECORENDAT1YS; BUT NOT LESS THAN TIE FO LO WG CONNECT BORN CHORD LATERAL BRACING TO TRUSS ODRI1S NTH TWO 160 VIALS. WON, MAY BE INSTALLED FIAT (LARGER WENSTO41101ZONA.). DD NOT EXCEED A SPACING OF SXIEEN FEET ON DENIER. MAIN ERRING 9ZE 6 1X3 FOR TRUSSES TO 24' 04 DINER PROS X ENLACES AT A MA7WRN OF SIXTEEN FEET ON CORER BUTT 911C" 01CR0 9RAME MD LAP JOINT MTH A FOR FOOT PIECE CF 9004926 WIUTAI NTH SIX 1641 TUNS EACH ENO PRONE NEB BRACING METE REINED BY FABRICATOR. 4. 900040 FRONDE 2X4 FLAT 9.000VG AT 24' ON CENTER EERIER TRUSSES TO CARRY PAMUNN NUS NEE PARALLEL TO TRUSSES NAIL BLO0WG NOR (2) 160 EACH OIL 5. PROS MOTIONAL TRUSSES AS REUSED BY FAIL IGTLR TO CARRY AL CONODTRATED LOANS AND 1EOIANCAL W11S COORDINATE DUCT 0640 1611 MTHN MECHANICAL 0*4 /DURAL CO TRACTOR 610 PRONE( LOCA1TI6 AND NEEHS TO FAI ICAT0 FRONDE RA1F0R1 SE NO% AS RE01RED BY TRUSS FABRICATIR BETWEEN TRUSSES METE CONCENTRATED LOADS IEORAI1AE 11115 AND SEf4(Q0R MAWS DX7R. TRUSS FAEIN A1TR SHALL SPE3Y CONNECTION O' 510*31RS TO TRUSSES 8 FAENCATED TRUSSES P&UR TO FABRICATION OF TRUES TWO CORES 0' Of FOLDING MAIENALS BEAD DE APPROVAL 0= DE 903108 ON DE FORM OF SAO' DUNU APP UR' ON SEPARATE LETTER) MUST BE BANTU TO THE SUING CFFR7M. FOR RENEW MEAN' RE ME0 5 RIO, TO ERNE INSPECTION (1) TRUSS JANET ORAINIG5 AID (2) MUSS CALCTIAMNS MID DEEMS SHONW' AQUA AND OWING STRESSES AND ,411E DESIGNS DEARLY MMCAING 111AT DF9I6 CONFORM TO DE 1997 (1* MULE 96 REARM RV FREE 7. (ROSS HAWNN400 TEMPORARY SONG AND SRONG CF DOSSES RANG ERECTOR 6 Of 0110*3011Y O' REF CONTRACTOR 13 SHOP CRAVINGS AND CA000.01 MS ARE 70 TE DEFERRED SUBMITTALS AS DEFPED N 1997 MC SECWN 106.142 UPON 01.5131030 ENGINEER ON want OE COPY Q= RE 9001Tit SHALL BE FORWARDED TO DE MEW OFROAL MOH A NOTADIN PLACATING OUT THE DOCUMENTS WVE BEEN (E{END AD FOOD TO BE N GENERAL CONFORMANCE MOH DE BE9ON OF DE IMADNC WOOD SHEA 1. R0ERENCE STANDARDS IBC SiATDARD 23-2 07 23-3 2 ROOF 9EADNG 79/32' MINN TK?4E5S APA RATED FRP -108 PERFORMANCE STANDARD, EDGE SATED PARS OE90ED TO SPAN 24 NOES EENTR PARALLEL. ON PERPEN 040 TO LONG ADS OF PANT NTH 25 PSF LANE LOAD LAY UP NTH INMAN 1/8' CLEAR BETWEEN PANELS TD ALLOW FOR E1PAN90L NAIL 6 INCHES ON CENTER ALONG ED05 AND 12 NOES ON CURER AT DITERICIATE BEMIS USE 100 COWAN NAILS LIAO PROD EXP-1 RATING FLOOR SHEATHING 3/4' NWNAL APA RATED PANELS PRP -106 PERFONIANCE S0*9400 DI NAILED AND GLUED. CONFON 10 EEC DENTECAD04 0DEX 40/20 FOR SUPPORTS TO 20 NOES ON CENTER MIMES ARE 10 000(00 TO MA SPECFICA1ON AFO -01. PROVIDE ME EDGES AT LONG PANEL EDGLS LAY OP NTH MUM 1/8' CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION NAL 6 NOES ON 0N1FR AT END SUPPORTS AND 10 000E5 0R CENTER AT NIERVEIATE REPORTS USE 10D COMMON NAILS PROVIDE DP-1 RATING. NO00 9EARWALL 9E00NG PLYWOOD OR 058 APA RATED PRP -106 FERMAN0 STANDARD PER IBC STD 23-2 OR 23 USE 1111004 ADESIES DX 1041 CONON NMS PROVIDE DP RATING ALL ',ERMDA( ,TINTS OF PANEL SWARM 91010 ICON OVER SIBS HORIZONTAL ,DNS BULL OCCUR OVER 900040 EQUAL N SIZE TO THE SODDING REFER TO SEAR WALL SCHEDULE FOR PANEL THICKNESS NAIL 12 NOES ON CENTER AT INTERMEDIATE SUPPORTS AND PER SWORE AT PAWL EDGES VERIM,AI. JOINTS OF PAWL. SWATTING STALL OCCUR OVER 3. ON DOUBLE 21( STUDS *ERE PLACATED ON THE SEA, WALL SOEOUE HOLDOWN .iYSTEM 1. THE HOIDEN SYSTEM INNINGS MD CALCULATIONS ARE TO BE A DEFERRED SUBMITTAL AS DUNE N IBC SECDW 108342 2 SUBMIT ORAPANCS AND CALCULATIONS SIMKO SIGHED AND DATED BY A WA9NGTW STATE 100510 ENGINEER TO THE ENGINEER OF RECORD FW WHEW 3 (POD RENEW FROM THE ENGRADBR OF RECORD, DIME COPY OF THE SUBMITTAL SHAD. BE FORWARDED TO 0E BULIMIC OFFICIAL NTH A NOTANN 0004 WO NAT THE DOCUMENTS . HAVE BEEN REEVED AND FOND TO BE N GENERAL CONFORMANCE NTH THE MIDI CF THE BUILDING. IlD POGGEMEYER DESIGN GROUP NORTHWEST DIVISION ELEVATOR ELEVATOR SUPPORT BEAMS RA1S AND OTHER ACCESSORIES ARE TO BE PROVIDED BY THE ELEVATOR SUPPLIER. SHOP DRAWINGS AND SUBMI TTALS 1. 9U0MT 1 SET OF PRINTS AND 1 SET OF REPRODU0BLE5 FOR RENEW PRIOR TO FABRICATION FOR 0) PIE- MANUFACTURED PLYWOOD I -NOSES A) REINFORCING STEEL E) au-LAMINATED BEAMS 1. 0) 51RUC1URAL STEEL F) PRE - MANUFACTURED PARALLEL STRESS C) MISCELLANEOUS STEEL 0) PRE - MANUFACTURED woo TRUSSES H) HOEDOWN SYSTEM COMPONENTS 0 PRE - MANUFACTURED POOL ROOF 2. SUBMIT 3 COPIES FOR RENEW PRIOR TO FABRICATION FOIL A) CONCRETE DESIGN MIX 6) CONCRETE INSERTS C) EPDXY AWESVES INSPECTIONS 1. PERIODIC AND FINAL INSPECTION ENGINEER TO INSPECT EACH MAJOR PHASE OF OBSTRUCTION TO VERIFY GENERAL COMPLIANCE NTH THE METE PLANS BY THE CITY OF RAMA THE MAJOR PHASES CONSIST OF THE FOUNDATION, FRAMING AND FINAL PHASES OF CONTENTOR SPECIAL INSPECTIONS 1. 101 SPECIAL INSPECTOR FOR ALL WORK OUTLINED IN THE UNWORN BUDDING CODE SECTOR 108 BULL BE A WANED PERSON NE SMALL DEMONSTRATE HIS COMPETENCE TO THE SATISFACTION OF THE BU0DING OFFICIAL, FOR MSPECDON OF 11I1 PARTICULAR TYPE OF „"OVSTRUC00N OR OPERATION REQUIRING VER O INSPECTION AND SHALL RE CHARGED NTH DE DUDES AND RESPON5803ES AS 0U0FNED N UBC 1701 2 IRE OMNER, CONTRACTOR SPECIAL INSPECTOR OR INSPECTION AGENCY AND PROECT ENGINEER AND /OR ARCHITECT SHALL =FLEW TO TIE SATISFACTION OF THE CITY OF TUKPALA THE SPECIAL INSPECTION AND TESTING AGREEMENT. 3 Of SEPAL INSPECTOR SHALL DE RESPONSIBLE FOR COMPLETING MAINTAINING AND 0SUBLMITTN0 ALL SPECIAL INSPECTOR LOGS AND FORMS AS REWIRED BY TIE CITY OF RAMA. THE OTT OF TUKNLA SHALL REUSE A PRE - CONSTRUCTION . MEETING PRIOR TO 30910 fMENT OF ANY WORK TO COORDINATE SPECIAL INSPECTIONS PARTIES REPRESENTING THE OWNER, ARCHITECT, ENGINEER CONTRACTOR AN0 DE SPECIAL INSPECTOR OR TESTING AGENCY WILL BE REWIRED TO ATTEND. 5. FRONDE =DRUM SPECIAL INSPECTION IN ACCORDANCE YAM 1997 UK SECTION 170 FOR THE FOLLOWING A) OBSERVATION OF SOL EXCAVATION AND AUGER CASE PILE CONSTRUCTION BY CEOIEORDCA RENEE B) CONCRETE PLACEM941 AND STRENGTH TE5RNC C) PLACEMENT OF CONCRETE RE0F08FMENT 0) PLACEMENT AND SIRE5SNG 0F POST TENSION TENDONS 1) ALL STRUCTURAL MELDING HF ) INSTALLATION OF HIGH- SIRENO10 BOLTS NSTAUTNN OF POSED ANCHORS WRIICAL SHEAR WALL AV HORIZONTAL DIAPHRAGM NAWNC J) INSTALLATION OF SEISMIC 01 D0404 SYSTEM K) NSTMLAIN OF EXPANSION ANCHORS REFER TO PROECT SPECIFICATIONS SECTION 01400, PARAGRAPH 1.6 FOR ADDITIONAL REQUIREMENTS ALTERNATES 1. ALTERNATE ASSEMBLES AND MARE/ALS NIL BE COV90ERED FOR RENEW. ENGINEER MAY REQUEST PAYIIFN1 Fa, REwEN1 CONTRACTOR NIL. BEAR BURDEN FOR ADDITIONAL PAYAENF AT NO ADDITIONAL COST TO OVER. SETTLEMENT SHRINKAGE T. DE TO CROSS CRAM MOOD 9RNUGE THIS WRONGS EXPECTED TO SERE APPROXIMATELY 1/4 NOT PER STORY. ALL PLUMING AND MECHANICAL DUCTS SHALL BE DE90ED ND1 FLEXIBLE JOINTS OR OTHERS MEANS TO APPROPRIATELY ACCOWODATE LOS NORMAL SETROEENL ALL 1/11060R AND EXTERIOR SEATING AND FORMES SNAG BE INSTATED 5001 THAT NO DAMAGE NU OCQUR, 9MW1310016 EXPECTED IN DE DEPTH OF THE FM PLATES AND NOT IN THE LENGTH OF THE WALL STUDS JOBSITE SAFETY 1. THE ENGINEER AND/OR ARONECT HAVE NOT BEEN RETAINED CR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION RENEW 5RNCES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS EM005 IECF11IE5 SMOKE OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK THE UN/ERNS/1G O' PERIODIC SITE 0015 BY THE ENGINEER BULL NOT BE 604510_IED AS SIPEENON OF ACTUAL CONSTRUCTION NOR MANE FMI RESEW99E FOR PROVDPD A SAFE PLACE FOR TIE PERFORMANCE OF WORK BY THE CONTRACTION SUBCONTRACTORS SUPPLIERS ON TER EMPLOYEES W RR ACCESS N9TS 115E *045 TRAVEL, W OCCUPANCY BY ANY PERSON. CONCRETE CRACKING 1. CONTRACTOR SHALL PROVIDE A BUDGET FOR GRACK INWARD/ AT A RATE OF 0009 LINEAR FEET PER SQUARE FEET OF SLAB FOR A PERIOD OF TWO YEARS FIRE RETARDANT TREATED LUMBER 1. ERE RETARDANT TREATMENT OF 0ADAI3 5(1BECT N CO RIAAICE MTH REQUIREMENTS MANUFACTURES OFFERING SPEOFED ITEMS MACH MAY BE INCORPORATED N THE WORK 09000E THE 9001603 A) 'RICON FIRE REL4RDANT TREADED N0I'- 4 10450N 60110044004, S IENA, GA (404) 362 -3970 B) SD50NTDNS UNDER PRON90NS OF SECTION 01600 2. FIE RETARDANT TREADED LIADER MUST COMPLY TO THE F0EONNG A) TESTING ON 0E FIE PERFORMANCE, STRENGTH AND CORROSIVE PROPERTIES OF NE ORE RETARDANT TREADED NOD SHALL BE RECOGNIZED BY ISSUANCE 0F A NATIONAL EVALUATION SERVICES REPOT. B) ALL FIE RETARDANT WOOD MIST HAVE A FLAMESEREAD OF LESS THAN 25 WHEN TESTED N AN EXTENDED 30 -WIDE TUNNEL TEST IN ACCORDANCE NTH AVM E -84, EPA 255 W M 723 C) ALL LUMBER MST BE KILN DRIED TO MADAM MO5TPE CONTENT OF 19 PERCENT AFTER 00034ENE O) ALL 0RE RETARDANT 40110 101ST COMPLY PATH THE REQUREM 05 N *WA STANDARD C20-96 FOR UMBER AND C27 -96 FON PLYWOOD. 1) THE FIE RETARDANT CBEWCALS U90 TO TREAT THE LUMBER MST 01PLY NTH FR -1 Cr MIN STANDARD P17 AND MUST BE FREE OF HALOGENS SLIMMED MO MAMMY PHOSPHATE 1) THE FIRE RETARDANT CHEMICAL PR0NDE5 PROTECT EN ACM6T TERMITES AND FUNGAL DECAY MO MOST BE REGISTERED FOR USE AS A WOOD PRESERVATIVE BY Of U.5 ENVIRONMENTAL PROTECTION AGENCY. 3 DO NOT RP OR ELL ORE RETARDANT TREATED LUMBER. ONLY ENO CUTS DRILLING HOLES AND JONNG WS ATE PERMITTED UNLESS 101 MATER& CARRIES A W APPROVED MUM AFTER TREATMENT CLASSIFICATION. ALL curs W PLYWOOD ARE 60601 0 ENT WS WE TO THE NATURE OF PRODUCE 2)4/-4e) ff GENERAL NOTES AND DESIGN CRITERIA FAMILY FUN CENTER COMFORT SUITES HOTEL ABBREVIATIONS: AB ANCHOR BOLT ALT ALTERNATE APPROX APPROOMAIE SIR BEAN 1311 MUM 00T BOTTOM BAG BEARING BE BET4FEN CJ CONTROL JONF 0R CLEAR ON CONCRETE RAMP waif COL COWIB4 CONC CONCRETE CONN CONNECTION =ST CONSTRUCTION CON1 commas CONTR CONTRACTOR ER CENTER DET DETAIL DIA DIAMETER LOG DIAGONAL ON OMEIJ90N DE DEAD LOAD EA EACH EF EACH FACE EREV ELEVATOR ED EQUAL EQUIP EQUIPMENT ES EACH 90E EW EACH WAY EXIST BEING FDA FOUNDATION FG FN. GRADE FUR FLUSH ERNE FIG FLANGE FLR FLOOR FP FURL REDRAWN Fi FOOT FTC FOOTING FS FAR SIDE CA GAUGE GALV GALVANIZED GL GLUE LAMMED CR GRADE HOR HORIZONTAL HT Waif M INCH JT J IL L0E LOAD LOC LOCATION 140X WWI MB WCHNE BOLT AEON MECHANICAL MN 4AWN W6C *450003000635 NO NUNOER NS NEAR SIDE NTS NOT TO SCALE OC ON GERTR OH OPPOSITE HAND OPNG CREW • OUTSIDE FACE PSE PWNOS PER SQUARE FIT PSI POUNDS PER SQUARE NCH R RADIUS REF REFERENCE REINF ENFORCING 0EW REWIRED S SLOPE 500 MOUE SEC SECTION 5F SQUARE FIT SIT SHEET 9M 9111001 SPCS SPACES SPEC SRECIRCARWS STD STANDARD ST STEEL STRICT STRUCTURAL T TOP 1HK THICK TOC TAP OF CONCRETE TO5 TOP OF 51ID. TOW - TOP OF WALL TS TUBE STEEL DP TYPICAL :NO UNLESS NOTIFIED OTHERWISE VERT VERTICAL W WITH TUNS MELDED HEARD STUD WI EIGHT WNF MELDED NNE FABRIC INDEX: 51 - GENERAL NOTES AND SCHEDULES 52 - PILE PLAN 53 - POST -TENSOR PLAN 54 - FOUNDATION PLAN S5 - 2N0 FLOW ERASE .PLAN 56 - 300 FLOOR FRAMING PAN 57 - 4111 FLOOR FRAMING PLAN S8 - ROOF FRAMING RAN S9 - FOUNDATION DETAILS 510 - POST -TENSION DETAILS 511 - FLOOR FRAMING DETAUS S12 - ROOF FRAMING DETAILS S13 - SCHEDULES n C C OVER 1 JUN 1 5 20011 REID AODDLETON J DATE 05 /10/ 06/15/01 a O I 12 26 12' -0' •• ®41•_6. 54 1r3 1'-3" CITY REVIEW COMMENTS OTT RENEW COMMENTS 13' 14'- -0' REVISION 13' -0' ANNEORMAT10Y OP. DATA ON HIS RAWING IS NOT NT I IENDED TO B E SUA REUSE B Y Y AINY PERSON FIRM, COIL ?GRA T iION, D OR ANY OTHERS ON ExTENSI0N5 OF IT iH1 BE ?REOft JECi OR 13' -0' } 13' -0' i 13' -0' 13' -0' I 13' -0' 1 l ® ® 10 11 12 13 14 15 16 17 18 19 20 21 22 2© 24 1 5 -0 " 2' - 6 13/16' 0 64 13' D 1 , 11 3/8" 010 =157 1 Y-6 15' -0' I 13' - 0' 72f 290' -6' 275 -6" 13'0" 73,' 13' -0" 9' -0" a -V PILE PLAN SCALE 1/6" = 13' -0' 13' -0' NORTHWEST DIVISION C. (ATC I TT .TTTTL^ run TNJITITPC 13' -O" 20 13' - 0' 21 13' -0' 13' -0" 13' -0" 7. `�`+ ND:CATES RECESSED STAB AREA DO1-,01/ T iD PILE PLAN POGGEMEYER DESIGN GROUP T -0' NOTES: 1. REFER TO SHEET 59 706 PILE REINFORCEMENT AND GRADE BEAM COMVECRON. 2. REFER TO SAL NOTES, SHEET St FOR PILE REQUIREMENTS 3. GRADE BEAMS ARE TO BE CENTERED 06ER PILES AS OIMEN90NE0 ON PLAN. 4. UMW PILE DEPTH IS TO BE 55' MEASURED PRIME BOTTOM OF PRE CAP. 5. TOP OF POOL CAP TO BE - 5 - 0' FROI F.F EL 6. REFER TO DETAIL 11/$9 FOR PRE REINF REQUIREMENTS FAMILY FUN CENTER COMFORT SUITES HOTEL i } i3' 3' 1 JOB NUMBER 12' -0" 10' -0' 00095 DESIGNED BY Jul DRAWN BY ML CHECKED BY RR SHEET NUMBER - ,1• -3' 5' -5 - 4 --- -T 5 -4 3/45' -4 3/4' ;D - 6 1'-3" .:, DATE ® 72' -0" 17-0' 1 13' -3' REVISION 0 • 05/10/01 A CITY RENEW COMMENTS 06/15/01 ®CITY RENEW COMMENTS 08/03/01 A POOL AREA AND FREIGHT ELEV DESIGN CHANGE BY OWNER 13' -0' 13' -0' ANY INFORMATION OR DATA ON HIS DRAWING IS NOT INTENDED TO BE SUITABLE fOR REUSE BV ANY PERSON fIRN, CORPORATTION, OR ANY OTHERS GN E %TENSIONS OF 1HIS PROJECT OR 15'-4' O7 ® 09 10 11 12 13' -0' 13' -0' 13' -0' , 13' -0' 15' -0' 13' -0" 5- T 15 7 7 b 5' -3 1/21 11 3/8' 1 58e 1 1 7 - I 299' -6' 275' -6" 13' -0' 14 15 i6 13'-0' 5 -6" 13=0' 137 -- 36 9 ' -0" 9' -O' PILE PLAN SCALE 1/8' = 13' -0' CONSULTING ENGINEERS 13'-0' POGGEMEYER DESIGN GROUP NORTHWEST DIVISION 13 L B1 L74J 0 0 22 ® 24 I I I 13' -0 I 13' -7. 13' -0' I 13 -0' PILE PLAN 1 a -0 . NOTES: 1. REFER TO SHEET S9 FOR PILE REFIORCENENT AND (RAGE BEAM CONNECTION. 2. REFER TO 571069L 60ES SHEET 01, FOR WE REQUIREMENTS. 3. GRADE BEAMS ARE TO BE CENTERED OYER PRES AS DIMEN5 NED ON PLAN. 4. M98611.1M PRE DEPTH IS TO RE 55' MEASURED FROM BOTTOM OF PILE CAP. 5. TOP OF POOL CAP TO BE -5-0' FROM FF EL & REFER TO DETAIL 11/59 FOR PB.E ROW REOLEMENTS 7. `" RIOICAIES RECESSED 9A5 AREA FAMILY FUN CENTER COMFORT SUITES HOTEL 490 13' -3' 1 -3' 51 DESIGNED BY 12' -0' 10'-0' 1 r-6' II �� J08 NUMBER 00095 JLH ORANRJ 8Y ML/JG CHECKED BY RB 2'-0' i I 6' 1 RE L boI— Oq1 CENTER SHEET NUMBER REINF SCHEDULE MARK REINF REMARKS O 6- /6TH' -0' EA WAY P 10 P REF IN A All tE PILE LOG NO C 048 AT 18 QC. EA WAY TYP CONY BTM REINF © /51x6' -0' AT 18' O0.C. ?YP SL.AB STD EDGE H RENF W/ 90' OOK ye AT 12' O.C. TYP SLAB El O 15 EA WAY AT NMI P/T AREA OF (2)15 T/B AT 12' O.C. TYP SLAB REINF Al SREAR WALLS (2)/5 T/B PARALLEL PATH TY, &AB REINF © BEYOND ENO OF WALL EXTENMNO WA 6 -0 LL AT SHEAR WALLS © 06 i/B AT 12' O.C. E.W TYP POOL CAP REINF (6)06 Tz14' -0' WS TYP TOP REINF AT (6)06 T,7 -0' E/Y! ALL FILE LOCATIONS UNO JOB NUMBER 00095 DESIGNED BY JLH DRAWN BY ML CHECKED BY CQ O 2' -0 DATE 05/10/01 06/15/01 12'0' 12 -0' 13'3' A MTY RENEW COMMENTS ® CITY RENEW COMMENTS 6 1/2 4 1/4 REVISION 13 - 0' ANY INFORMATION OR DATA ON THIS DRAWING IS NOT INTENDED TO BE SUITABLE FOR REUSE Q5 ® 0 ® ® 10 11 12 13 14 15 16 13' -0' 13 - 0' 13-0' 13-0' (f2) - 1/2' 0 TENDONS AT MP) wimatin maw FF,ELEV.. 13' -0' 13-0' 15' -0' 299'-6' 275 -6' 13 -0' 13-0' POST- TENSION PLAN SCALE 1/6' = 1' -0' 15 -0' (2) -1/2'0 TENDONS AT 26' QC 13' -0' 13-0' POGGEMEYER DESIGN GROUP NORTHW DIVISION NOTES: 2 3. 13' -0' 13-0' © 20 21 © 23 24 13'0' REFER TO SHEETS S9 FOR SIAQ F0010N$ ANO PRE DETAILS COLLM04 HOIDONN ANOWR5 MD NAIL LOCAOONS ARE ON SHEET 522 918iRA0E PREPARA100N PER DETAIL 7/S9 AND OEOTE0WCAL REPORT INDICATES RECESSED SLAB AREA 13'0' 13'0' POST- TENSION PLAN FAMILY FUN CENTER COMFORT SUITES HOTEL 13-3' De:5, i ( - 1/ 0 STRAIOF T TENDONS IN LRAOE BEAM WERE ' ON 12' i k 10,0' }I l1 2, 0, TYP SHEET NUMBER REINF SCHEDULE MARK REINF REMARKS ® (6)16Tx12 N/S (6)l6Ta-0" E/W (141116Tx12'-0 N/S e (6)16Ta-0" EA CD (18)16Tx20 N/S (6)6T9-cr EA OVER EA PILE 0 /5 T,.6'-0 Al 18 0.5 VATS STD 90 HOOK 0 f6Tx8 AT 12' CI.G SHEAR WALL 0055EL5 10 /58 AT 2e O.C. TIP BOTTOM REM /5 T/8 AT 12 O.C. UPPER POOL MAT REINF g 16 T/B AT 15' SC. LOWER POOL MAT REINS 0 /513x20-0 AT 2e 0.5 ADDITIONAL REINS 4 LL,f44. E Es,:z1E' 04 1,4 12 2 04 DA. 05/10/01 06/15/01 58/03/UT g g 299 275 fr-o• sr-o IS 1S 13 13 1S-0" 1S-0' 13-3' 13-3' 1S-0' 1S-0" 1S-0" 1S-0' 1S-0" 1S-0" 1S-0" 15 REMSION A OTT REVIEW CO/WENTS A aTY REVIEW COMMENTS A POOL AREA AND FREIGHT ELEV OESIGN CHANCE BY OWNER Amy urnawainm OR DATA ON THIS DRAWING IS NOT INTENDED TO BE SUITABLE FOR REUSE POST- TENSION PLAN SCALE = r z-1/2"11 TENDONS AT 30 0.0 ( 2-1/21, IDIOMS AT 30' O.C. ( / POGGEMEYER DESIGII NOTES: 1. REFER TO 94EE10 59 FOR SLAB. 50616400 AND FIE OEMs a COLUMNS, WOW ANCHORS MO NAIL LOCATICAS ARE ON SHEET 52.2 I SOMME PREPARATION PER RETAIL 7/59 AM) GEOTECHNICAL REPORT 4. TETETETES: INDICATES RECESSED SCAR AREA POST-TENSION PLAN FAMILY FUN CENTER COMFORT SUITES HOTEL 4-7/2' 515541911 555509149 IN GRADE BEAM DHERE pow JOB NUMBER 11-0" 00095 DESIGNED BY JLH DRAWN BY ML/JG CHECKED BY 10,0' 1 20. 1 2:e /ass f SHEET NUMBER A00 07 2u0: E G E 2' -0' 12 -0' I 13' -3' I { 12'-0' DATE 05/10/01 06/15/01 A CTY RENEW COMMENTS CITY RENEW COMMENTS P.EMSION 1 Ai:Y INfOftMAT10N OR DATA ON THIS DRAWING IS NCi INTENDED 70 9E SUITABLE FOR REUSE av ANV PFRCnN FIRM. CORPORATION. OR ANY OTHERS ON F %iFNSInNC nF THK PRn.IFCT nR ® 0 ® E 10 ® © 13' -0' 13' -0' 13' -0' � 13' -0' 13' -0' 1 13 -0 13' 48'-6' 70' -3 5/8' C2 Y - 8 i/2' C2 0. B 15' - 0' `GRADE BEAM MOE (6)J6 T/B 13' -0' ! 13' -0' Y -9 1/8' 1O' -1 3/4' 0 - 1/8' 14 15 1S 17 18 19 20 21 © 2� 13' -0' 13' -0' FOUNDATION PLAN ])0 SCALE 1 = 1' -(Y 13' -0' 101( -0' 2 3. 13' -0' 11-1 1 13' -0' 11 -0' NOTES: ILICATES 1ST 5032? SHEAR WALLS SEE SCHEDULE, SHEET S13. SEE DETAIL 1/513 FOR HD ANCHOR BOLT REQUIREMENTS 00i1RE1E SUBCONTRACTOR TO VERIFY PIT DIMENSIONS AND LOCA1ION PER ELEVATOR WAMAEACILNFR PRIOR TO PLACEMENT OF CONCRETE FORMWORK. 4. ALL E0IWO2 00/49016 ARE TO EDGE Cr SLAB/FACE OF 0000 014.0. S STUD SPACING PER REARM WALL SCHEDULE, 91EET S1 A 6. 8i01CA105 LOCATION RECD FOR HOLD 001W smut amours 019124 ANO ANC1109 BOLT EWE REFER TO DETAIL 1/513 FOR SECTION AND 5/S13 FOR LOCATION. 26-0' 7. $,.." moms RECESSED SLAB AREA fl ELEVATOR DETAILS PER SHEET 59. A V 04010AIES AMMO N& NUMBER 0 J6 AT 6' -0' EVIL ' D POGGEMEYER DESIGN GROUP F'(LTTCTTT TTATF0 DrAT,T*T10 NORTHWEST DIVISION FOUNDATION PLAN FAMILY FUN CENTER COMFORT SUITES HOTEL 13' -3' 1r -0' 1 1 10' -0' 26 - 0' 12' -0' JOB NUMBER 00095 DESIGNED BY JLH DRAWN BY ML CHECKED B Y 1 SHEET NUMBER f® Q© 0 ® ® 0 ® 0 10 11 12 13 14 299 15 0 0 19 20 21 22 20 24 25 26 2' - 0' I (I) (1) j 12-0' I I I I I I I 275. - I I I I I I I I I 12. 12' -0" ! 13' -3' I 13' -0' i 13' -0' I 13' -0' 13' -0' 13' -0' 13' -0' 73' -0' 75' - I 1 3' - 0' I 73' - 0' I 13' - 0' i3' -0' i 13' -0' I 73' -0" I 13' -0 13' -0' I 13' -0' 13' -0' I 13' -0' I 73' -3' k 10'-0' l I 1 2 , 0 „ 1 f I ! I I I I I I I I VIDE FLA PUDOOON AT L LW20NTAL 2x4 UNSUPPORTED ALL EDGES I I I I I I I I I I I I I I ! I I I I I I I I 2 I2 I I I I { I I I I I I I I 5 1/819 GLB J AT 24'OG AgI iiMiWX 7 1 r m _ 0 0 E ,P .,' I I 1 I I P I 5 1/8. 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V2445 ::r r, -.__.. 6x6 F .� 1 I I MT i ! � g: GZE "1L�• , � •- ( WLIx44 �' '� � '��� ammoliii�w�i ■.�EIZIMEIE � �� - i Va Q O24.5511 6 O24.5511 ■�.■�.■MEIREVII■■■■■� i f I I I © ( I il lIl k IlIl Li E - ���_ mmiiiili�i®fi :' - I �it� t T- I I E�5 - - ( - I- - Y GTP -CRETE f / - ''pl--- ��� W11111111i11 _ m m 1�� m • zs SI Ner S12 I I I I ii 7/8' iJ/RO- A50 T i60. I 1 1 RATED PANELS ' i I I STAGGERED I ® +� MA I III- - smut I ! I m ® I I 5 1 12 I - -' r� 0 2x12 Ar 24'aG I � I ® I 2x12 AT / ® 5B1 24' OC I i , ® � � AT 24'ac. I I ' n I : 5 !iB I I Il I `J I I �� I I I I I I I I I I I I I I W24x55 2x12 AT I 1 x - I I ■ i 1 T ac I 24 ac 11 I I III I i I I I I 4 � I I i' ', ,1 I I I I j 1 ` J - T1111H L', 1 ® 1 i 7/8 6' d . v 5 ® = ...i /8d" C1B W Y v I W ® ® © � r 6 V7 I ® TM' - , III 1 �'� , ' (13)C12x20.7 i NOTES: r I. ROM 4X8 ARO 3 1/86 HEADERS TO BE SUPPORTED BY (3) PLE STUDS I 1 ® w SIMPSON MGT ON "11I‘.■1011.■Mi„ 2 IDICATES 2ND STORY SHEAR WALLS SEE SCHEME, SHEET S13. SEE T>LS S cc S�- U, '� = = • I8 91n1A1 _ I , 90,141 x = 3 - , INDICATES WSW C145714 STRAP AND LENGTH, SEE DETAIL 21/511 FOR INSTALLATION. 4. TYPICAL EXT` MAIM ELEVATION, SEE DETAIL 16/577. 5. STUD SPACING PER BEARING WALL SCHEDULE, SEE SHEET S13. 2ND FLOOR FRAMING PLAN a USE sMPSa III2fL88 HANGERS FOR SINGLE 11 7/8" JxsL I �c� 7. REFER TO 23/S11 FOR TOP PLATE CHORD SPLICE WING. . I 7 SCALE 1/8" = 1' -O' a SPRINKLER MAIN FRAMING PER OEM 7/S13. U I 13 201 I ' a CORRIDOR HEADERS TO SUPPORTED BY 5 1/4x5 1/4 PO SEE aro6.S 17/$12 B 18/S12. i ' I ��'pU Q I` I C3 la 14 BLOGOED DIAPHRAGM NMLMG r0 e 1Y OG FIELD NAA W/2 1/Y LONG WAY E DGE NAILI AT GRIDS 5 - 19 --"� AND 4" 0.G EDGE NAILING GRIDS B. E, F, AND L 11. / 0 MpCATES LOAD REVD FOR HOLD DONN SYSTEM ENGINEER'S DESCH AND ANCHOR BOLT TOPE. REFER TO DETAIL 2/S13 FOR SECTION AND 5/S13 FOR LOCATION. 12. CORRIDOR FRANNC TO BE 9 1/2' TJ JXST AT 1Y DC 2x1 AT 24' 0.C. TIP DATE REVISION O B OU F 4 � of w ? ..' o °y = .. " o q �� 6 \ v 6 \ R �c:S EAE 4' P , T ��G'' ? D 2ND FLOOR FRAMING PLAN """"R 00095 05/10/01 01 CITY RENEW CONVENTS 06/15/01 ®CITY RENEW COMMENTS POGGEMEYER DESIGN GROUP FAMILY FUN CENTER POGGEMEYER DESIGN GROUP FAMILY FUN CENTER DES NED BY DRAWN BY ML OR DA ON THIS ORA ANY INFORMpTI N TA LnNG IS NOT INTENDED i0 BE SUITABLE FOR REUSE BY ANY PERSON FIRM, CORPORATIOIJ, OR ANY OTHERS ON EXTENSIONS OF THIS PROJECT OR NORTHWEST DIVISION - COMFORT SUITES HOTEL CONSULTING F.NGINFF'RS CHECKED BY o0 SHEET NUMBER �� I © ® ® ® O ® 09 10 11 12 13 14 299' -6' 15 16 ® 19 2. 21 © 23 24 25 26 i i i ,2' -0' , , ! ! I I , I I 275 -6 I 1 ! I I , I ). it - er I J, 2' 0 ■ 12' -0• 73' -3• 13' -O' 13' -O• I 73' -0' 73' -0 13' -0 73' -0 I 13' -0• , TS' -0• I 13' -0' I 13' -0' I I L 13' -0' 13 -0• 13' -0' 13'-0• 13' -0' 13' -0' 13' -0' 13' -0 7,Y -0' 13' -3 70' -0 y y 2 , -0 „ I I 1 ! i � I I I I f I I I I I I I / I 0 I I I I 11 1 f 1• MP-CRETE I I 11 -- I �/ I RATED PANELS PLY. I I TYPICAL FLOOR L 11 7 8• iJ JOIST AT 16'O Irk I I I 6x6 I 6x6 ® I I Q I I I 515 6x6 I 6x6 I 6x6 ® 6x6 6x6 6x6 - -��- —_�1 __- Lk ! I ! 6.6 ® 1 I 'I�� MI MI= IIIMBM I I I I 6x6 6x6 � I ^• I. !� r� I ∎�� ... I ! �ffiltr &� st•m mom - fflitm IIIMIIIIMI � -- - MU ! I 4 BM Z7 iro In r. mmuniall ii:. a. 11�9t © VD i I I I -4_ _ — 0 0 `l A. it�� ®�'I��� t o m ;. n, l A �. r I∎1�F1 �J�� —II ,—..--- ��1� _ -- 'I���i�_li�I) 1 .1! ,, _i���� i �tli �L a�D • • NI = � � i 1 II �_ ��C i IE `` 1• �i � 1-u - -f - A .1: pipg61 1 � , M . i - � —I� 4�L� F _ ei < L>•�llA�. —= ( - ' 1 I I _ S '.�- —•1 b' >(I I I �i. 'III _ ! � ............al i Q ` ...9 • I ( I Q i I , I I ® JH:H c .. : .= —1 ( �1�� IIiiIJlIJ lk,..uiii LSI. I - __ inifir � - IF117 Yi I I���YA:iii �I I _ I L I - � 1+— l i �I L 70N0 A 1 AT ALL bET PANEL I ED 6' -0. ..........._ INIIIIII -®� b 3 1 c�s : ®1�4 xtrn� >•c:tJ�!�I �+ : ill I� ® — - W n gkg MEMINIMEMN 1. i MINININVI _IIIIIIIIIIt :... 1111N7 ir� I 'tom �r1� s1. =■ .1n { 11 : ` _ '�'�' J AW - lIIL•"7 R • 4L_T . !A . c e i a PLAT - ANB � 1 N0 LA 11111=1 El■MMEIWIE ! . E �� y ! STAIRS 1z I SO r N ! u _ _ g 7I � J_._ 6x6 -�� ;: ex: n•` I _ �_ ��! r • r.. DUST 90' 6x6 i 6x6 'w Y -, - T - � -, .r.. .:. r � .., - - 1 I .0-,B£ 0 0 AND ATTACH TO STUDS, TYPICAL _, ■ C7 S9PSW I ECC 5 7/4 6x6 i KR 6x6 7 6. S>5 `7 . _ N Q OVER 3/4' APA PLY. I ®I RATED PANELS I 6x6 6x6 6x6 6x6 6x6 615 I I I 6x6 I i p ECC 5 1/4x6 NCR - 7 - - 1 - - I - - - ! I I I i I i I ! 7YIRCAL FLOOR FRANWG 11 7/6 TJ/PRO -150 JOIST AT 16'O.0 I i I ! I I I ! I I I ! i i I I ! NOTES: 1. ROOM z 4X8 HEADERS 10 BE SUPPORTED BY (2) CRIPPLE STWS _INDICATES 3RD STORY SEAR WALLS SEE SCHEDULE, SHEET S13. / oirkczL., , s-, , H -- S -s, T 0 rh oc.., 3RD FLOOR FRAMING PLAN 3 INDICATES S6IPSON CISTI4 STRAP ANO ,ENGTH, SEE DETAIL 21/$11 FOR WSTALLATICOL 4. TYPICAL EXT FRAMING ELEVATION, SEE DETAIL 22/571. SCALE 1/8 = 1' -0 5. STUD SPACING PER BEARING WALL SCHEME SEE BEET S13. — --� -. & USE SMPSON 1TT211.88 HANGfRS.FOR SINGLE 11 7/8' AST. i. f - -- / 7. REFER TO 23/S11 FOR TOP IRATE CHORD SPLICE NAILING . I JUN I S. , YY I 8. SY6NIQER MAW \ FRAMING PER DETAB. 7/S13 �— "iD 1 1 I rL E?Cii, IPU;. �- 9. CORRIDOR HEADERS TO BE SUPPOR7ED BY (3) CRIPPLE STUDS L - -- ® 1G CORRIDOR JOIST TO BE 2.6 HF 12 AT 12 OC DATE REVISION D OF/R 9 C. � f = a I Ii o _ 9 <...___...0 4. l JOB NUMBER 05/10/01 Qi CITY REVIEW COMMENTS 3RD FLOOR FRAMING PLAN 000s5 DESIGNED BY 06/15/01 ® CITY RENEW COMMENTS FAMILY FUN CENTER POGGEMEYER DESIGN GROUP NORTHWEST DIVISION COMFORT SUITES HOTEL "'L 1 SHEET NUMBER tuv iuFnaueTlON nR DATA ON NING IS NOT IN NOF 1 THIS DRA TFi: 0 RF SIIIieRIF FOR RFIIS F 1 1 CHECKED BY 12' -0' Dr �Y= Di 'it. CLAW 0 F - Y � Mill R'. kIjiniaii €.4 tiiMi —lam �. 1111 l ,� — —L ..—�— rte '. — 1 1.. ,—r-ii — . i . �. �'(•,i... .ICI' _EINma •I — i�l�l.l '�. Iil•liii -- it —li'i. �i�il ®_ �Ii -I— iliiiI— ilY�e. �f■S�lC --i— — fit �i ®E —1�z_1 = i := �® — — �Y Y�I.�(T� lis )•tom s I� f>e� iinn I. Ai!• —' — �I Y :III � I _ it �® I�iiiri�a —a.P� II• I MINNIMMIE 4111 liii' _ ' _ ' i ,, Imo® Wii7L1R[IL'1lR[f3�i�I�i M X1_ :�11 mil -ii..... vgiqimi.,,„, L 41 l ��� M 111.• ��®s �� • '_ Ede: iislNG MEW IMMMIMM N 0 0 Vir ViD TMST 90' MD ATTACH TO STUDS, TYPICAL 275' -6' 0 0 0 O O 2 -0 DATE 05/10/01 A 12' -0' RENEW COMMENTS 06/15/01 ® OTY RENEW COMMENTS 13' -3' P.E`ASION T3' -0' FORMATION OR DATA ON THIS DRAMNG IS NOT INTENDED TO BE SUITABLE FOR REUSE I ® O5 6 07 ® 09 10 11 12 13 14 299'6' 13' -0' I 13' -0' 13' -0' 13' -0' 13' -0' I 15' -0' 13' -0' 1S -0' 13 -0 13-0' Li -0 13' -0' 13' -0' 13' -0' I 13' -0' 1' GYP -CRETE OVER 3/4' APA PLY RATED PANELS 6s6 6s6 C7 E .6 HG: 7 6th D. u a," TYPICAL FLOOR FRAMING H 7/6' TJ/PRO -150 JOIST AT T6'O.0 4TH FLOOR FRAMING PLAN SCALE T/. = .J�oi oyi 17 18 19 20 21 22 /'./ 1∎70 'I TrAT/'. T1T/'. 71.711 TYPCAL FLOOR FRAVN H 7/6 FJ/PR0 -150 AST AT 16'O.C. ECC 5 1/4x6 HER NORTHWEST DIVISION P G!P -CRETE I OV£R 3/4' APA PLY RATED PANELS 13' - 4TH FLOOR FRAMING PLAN FAMILY FUN CENTER COMFORT SUITES HOTEL r 13' -0' NOTES: 1. ROOM 4X8 HEADERS TO BE SUPPORTED BY (2) (TIPPLE STUDS 2. INDICATES 4TH STORY SEAR WALLS SCHEDULE, SHEET 513 3 x 1< • x INDICATES OMPSON CMS114 STRAP AND LENGTH, SEE DETAIL 21/511 FOR INSTALUDOR 4. TYPICAL EXT FRAMING ELEVADON, SEE DETAIL 22/S11. 5. STUD SPACING PER BEAM WALL XHEDUL£, SEE SLEET 513 6. USE SIMPSON 151211.88 HANCES FOR SINGLE II 7/8' AST. 7. REFER TO 23/S11 FOR TOP PLATE CHORD SPLICE RAMC 8 SPRINKLER MARL FRAMING PER DETAIL 7/513 9. CORRIDOR HEADERS TO BE SUPPORTED BY (2) CMPPLE STUDS ® IR CORRIDOR JOST TO BE 2th HE /2 AT 1r 0.c I 1' POGGEMEYER DESIGN GROUP JOB NUMBER 00095 DESIGNED BY JLH DRAWN BY ML CHECKED BY ^^ I , `1N D i1 LL uot, t 1�i - , J I B ftEID 1� = t I SHEET NUMBER 5 1/8 0.8 13 -3' 71t:L e�: ik Vi _I I 1 - 5 : �; : F IN ! l. . __.r_...., . 1 limilimplimillimmu 1 - _ IMI SINORWEEMMERWEIMMIIIIIMI MMEI MLUEMBIME I UP1L Z MANIIUMMUSEIRMIMEIBEIMMIIMIMMINIMEN IiiN ua � MMEMIENIMIIIMMIBINEN SIEWIIII— a; IM EIMMINEMIMMIRM ° NQossauffnI ----- !' IBERREBII I ENERIE.--MBEENIZOM I �iI m I I n m.m II IH I 13' -0' 13' -0' 51/8 T8 } - I/8GLB 15'0' 13' -0' 299' -6' 275 -6' 13' -0' 5 1/8 GIB 5 1/8 GO 5 1/8 068 ® PER ARCH. 500J 5A ..... ■•■'h1 1111111,",' W ; 1RUSSES SPACED AT 24' O.0 5 1' GIB 1 5 1: Q.B RDAS. 5 1/8 0.8 ROOF OVER STAIRS SCALE 3/4' =P -O' DA. 05/10/01 06/15/01 A 0TY RENEW COMMENTS A CITY RENEW COMMENTS i ANY INFORMAiIG� UR OATA ON THIS URA'MNG IS IJ07 IN,ENG i0 BE SUITABLE FOR REUSE av .,u oFRCnu :.au rnROnaennN r,R auv niHFVC nu rNEr�rucinuc nr r Ic RRnlrr, rxr 5 IN as 2x10 AT 24' CC 2x10 AT 24' CC ROOF OVER ELEVATOR ( I ROOF OVER ELEVATOR SCALE 3/4'=1' -0' SZS SCALE: 3/4' =1' -0' } 2410 AT 24' CC DOUBLE TRUSSES 69/31• A154 RAU PANELS W PLY ORS ROOF FRAMING PLAN SCALE 1/8' = 9/ POGGEMEYER DESIGN GROUP O'.(INCT TT.TTNO= P.Na7NTITRP T NORTHWEST DIVISION NOTES: 1. PROVIDE SOLID YERRCAL TOTING BENEATH ALL MOLD -STUDS AND POSTS 66 FLOUR SPACE. CONTINUOUS TO FOUNDATION 2_ TRUSS LAYOUT IS APPROXIMATE, TRUSS 6FR i0 SUBMIT RNAL LA11110 1 SHEATH ROOF UNDER FALSE FRAYING. 4. tratENIMEIR INDICATES BEARING WALL 5 TRUSS TO TRUSS CONNECTION BY TRUSS 1012. 6. SEE ARCH ROOF PLAN FOR SLOPES INDICATES 9MPSON 865114 STRAP AND LENGTH. 8 5-1/8 as INDICATES 5 -1/B'x 9' OLB 9 CORROT HEADERS TO BE SUPPORTED: BY (2) CRIPPLE STUDS 18 S RPNLE8 MAIN FRAMING PER DETAI1 7/513. ROOF FRAMING PLAN FAMILY FUN CENTER COMFORT SUITES HOTEL _t E i JU i 1 imrsimai . Lormii mils 1 11-il aim 0® k rig r P/T CONC SLAB PER PLAN 2' - 2' ® s ° xe' t1� ij EXTEND 90' DOWELS 1' -6 PAST TOP OF PILE (11 p Links 1,1i ..m.. CLOSURE POUR TS COLUMN PER PLAN STRUCTURAL P/T SLAB MUD SLAB SAND LAYER VAPOR BARRIER, SEE SPECS GRAVEL BASE EXISTING SUBGRADE TOP HOOK BAR PER SCHEDULE SHEET 53 PILE PER 11/S9 TYP SLAB SUBGRADE SCALE 3/4• = 1' -E' GRADE BEAM PER 4/S9 POOL SECTION 16 AT T2' o.c. 1/B EA WAY SCALE: 3/4'=1' -0' 3/4'9 ANCHOR BELT PER SHEAR WALL SCHEDULE J 5 COLT, HOOK SLAB DOWEL 000510 DATE 05/10/01 06/15/01 REVISION A an REVIEW COMMENTS CRY REVIEW COMMENTS ANY INFORMADON OR DATA ON THIS °RAMO IS NOT INTENDED TO BE SUITABLE FOR BEL, PER ARCH PIT CONE SLAB PER PLAN 0S9 BEAR)? 00000 ION BOTTOM BAR PER SCHEDULE SHEET S3 25 SECTION A T ELEVATOR PI T Sy SCALE: 3/4' =I' -0' SLAB REINFORCING DETAIL SCALD 3/4' =1' -0' SLAB PER PLAN P/1 RENF PER PLAN 3/4'0 000 4MB 0 EXP: ANCILOR AT 48' SC, 11/4.0. EMBED 3 1/4' INTERIOR BEARING WALL SECTION POOL SECTION SCALE 3/4' =1' -0 15 ( DOWEL AT 12' 001 LAP 2•_8' KW OILS K R an ANCHOR AT or aG, UR.a EMBED 3 1/4' /3 CUNT HOOK DOERS AROUND 5— PILE PER 11/59, TYP Er CONC WALL pH AT 12' ac IS L 12 0.01 DOWEL AT COLT WATERSTOP Al COAST JOINTS TOP BAR PER SCHEDULE, SHEET S3 PEE PER 11/59, iYP PILE PER 11/S9 SECTION (8) 18V 9001 Al /3 DES PILE CAP PER 11/S9 AND 1/58 1'- 3 -6' BL0010UT CLOSURE POUR MANDATORY 3/4' NOR -SLINK GROUT (500 PS) (3) 3/4'9 4307 A. Bars (EMBED r) 8' CONC WALL /5 COLT, HOOK SLAB DOWEL AROUND SECTION AT ELEVATOR PIT SCALE: 3/4 =1' -0' FIRST FLOOR 8 l 10' SECTION A - A 1/2' A 1 1/2' I 1/4 r j 3/4• BASE PL SCALE: 3/4' =1' -0' 16 AT 12' 0.01 T/B EA WAY 3/4'9 ANCHOR BOLT AT 48' 0.c EMBED 7' COL AND BOLTS /6 AT 12' O.C. 1/B EA WAY F 28 SECTION AT POOL /SPA . S9 SCALE: 3/4'=1' -0' 00 AT 12' 0.01 POOL/SPA SHAPE FORMED WITHIN STRUCTURAL CONC GRADE BEAM AMEN AND BALANCE OF REINE PER 4/S9 COLT IERT CONC WALL REINF TO TOP OF FTC 0 [ 0011EL AT 12' O.C. LAP 2' -6' 1 VERIFY CLR WI POOL/SPA NOR FOOTING AND FILE. i1P 3r /LAW SECTION AT GRADE BEAM SCALE 3/4' =1 -0' PLAN VIEW TOP HOOK BAR PER PLAN (RAGE BEAM P/T PER PLAN AT MID - HEIGHT PEE ROE PER 11/S9 SECTION AT EXTERIOR STEP COL BASE AT ELEV PIT 15 CCNT HCARCM G DOERS ARC 8' CON: WALL pi AT 12' 9001 PILE PER 11/59, TIP ramorrsrammammirsamri z of PILE CAP RENE ' PER 1/SIO N_15 p.p. NOTE OTHER WISE "-145108.P AT 12' 9001 14 CON1 EA FACE W/ /4 SUPPORT BAR AT 24' 0.01 SCALE: 3/4' =1' PER ARCH SCALE: 3/4' =0 -8' on MCT TT rPTAT, T,'AT,FETT', FAQ P/1 SLAB PER PLAN SLAB P/T NOT 90011N REEF PER RAN " =. EA W \ \ %; WISP (12) 19 BARS EA PILE PER NORTHWEST DIVISION CB POST BASE BALANCE PER 16/513 3 - 50 (8) 18 FURRING STUD SECTION AT PLAM POST SECTION AT PORTE COCHERE PILE 1 • -3 • gyp. IS BAR HOOKED AT 12' GC. V 15 BAR 12' cm SCALE: 3/4' =1' -0' SECTION A -A SECTION AT PILE CAP SCALE: 3/4' =1' -0' firm' 9:aPE i �i� \ \i\ \ice .. SECTION AT RECESSED SLAB SCAM 3/4' =0 -0' • *M ss \- PER RAN SCALE: 3/4' = 1 DOWEL TO MATCH i7 ' 7� BEAM RED E118ED r - 0' LaL LAP S' -0• ragSMIF Autrinamimensij CLR EXTEND SPIRAL REINF 10' PAST TOP OF PILE FOUNDATION DETAILS SLAB AND TENDON PER PLAN PILE CAP REINF PER 1/510 3/4' BASE PL X1/4 (4) 3/4'9 0307 A BOLTS (EMBED 7') 1 1/2' 1 1 1/2 BASE PL DETAIL FAMILY FUN CENTER COMFORT SUITES HOTEL LOWER TOP REINF TO 6' BELOW SLAB AT TS CLNN LAP 4' -0 WI 1TP REINF GRADE BEAM OMEN AND BALANCE OF REINF PER 4/S9 SLAB AND TEN PER PLAN (WILE CAP AT GRID 4,23 (16,17 & 11 SIM) \22./ SCALE 3J4' =1' -0 POGGEMEYER DESIGN GROUP EXTEND 90' DOWELS 1' -3' PAST TOP OF PILE AT COLS ONLY PIE AND CAP PER 11/S9 COL BASE SECTION AT PILE CAP LS COL PER PLAN BASE PL DETAIL LS Ca PER PAN �I � I 1' -6' L . CLOSURE POLAR (6 lB BARS 1/B SCALE 3/4' =1'-0' BLOCKOIT CLOSURE POUR MANDATORY 3/4' NON - SHRINK (ROUT (5000 P9) Li! 3 COL AND BASS (3) 3/4 ° 9 A307 A BOLTS (EMBED 7') BASE PLATE DETAIL COL BASE SECTION AT GRADE BEAM SCALE: 3/4' =1' -Er 3/4' NON SHRINK GROUT (5000 PM) 1 - r -o• sa l TS COLUMN AT SLAB SECTION SCALE: 314' =1' -0' SECTION AT TIE BEAM SCALE: 3/4' =1' -0' 1 PILE CAP AT 7, 15 15 BAR HOOKED AT 12' GC V /5 BAR 12' GC. H PT SLAB PER PLAN JOB NUMBER 00095 DESIGNED BY JLH DRAWN BY ML CHECKED BY RB ( 4 ) / (i -�-Er EA WAY 3/4' N0N918500 (ROUE ( 5000 PM) SCALE: 3/4 =1' -0' 18 BARS T/B AT 12' 9001 SHEET NLMBE i-. STRUCTURAL P/T SLAB MUD SLAB SAND LAYER VAPOR BARRIER, SEE SPECS CRAWL BASE DOSING SUBGRADE SE TYP SLAB SUBGRADE $F.F. EL =O' -0" a 8 SE 8 SE POOL SECTION SCALE 3/4' =1' -0' 16 AT 12 "O.C. T/B EA WAY TOP HOOK BAR PER SCHEDULE SHEET 53 • PER 11/59 /6H AT 12' O.C. TAB EW SCALE: 3/4' = Y -0' ELEANOR DIYENSON PER ARC' 3/4'0 ANCHOR BOLT PER SHEAR WALL SCHEDULE /5 CONT, HOOK SLAB DOWEL AROUND DATE 05/10/01 06/15/01 09/03/01 RENSION A CITY REVIEW COMMENTS 1 COY REVIEW COMMENTS A POOL AREA AND FREIGHT ELEV DESIGN CHANGE BY OWNER i ANY INFORMATION OR DATA ON THIS DRAWING IS NOT INTENDED TO BE SUITABLE FOR REUSE GRADE BEAM PER 4/S9 /-P/0 CONC SLAB PER PLAN 0S9 SUMP AS BOTTOM BAR PER SCHEDULE SHEET S3 SLAB REINFORCING DETAIL SCALE: 3/4' =1' -0' INTERIOR BEARING WALL SECTION AT r CC LAP 2' -6" P/T REINF PER PLAN SCALE: 3/4' = 15H AT 12' QC TAN EW POOL SECTION SCALE: 3/4'=1' -0' 3/4'0 HILD MK II DR ANCHOR AT 48' O.C, U.N.O. -- EMBED 3 1/4' L PILE PER 11/S9, TYP 15 CONT HOOK DOWELS AROUND 11' CONC WALL /5H AT 12' QC f L DOWEL AT it D.0 TOP BAR PER SCHEDULE, SHEET S3 COLT WATERSTOP \ AT CONST JOINTS \ T.S. COL PER PLAN F.F. EL =0' -0' n - T' % IM Iasi ® . PILE PER 11/59, TYP - -/ PILE PER 11/59 SECTION 1 3 TED AT fi O.0 (8) i6V AT POT PILE CAP PER 11/S9 AND 1/S8 BLOOKOUT CLOSURE POUR MANDATORY 3/4' NON -SHRINK GROUT (5000 PS) (6) /6V (3) 3/4'0 A307 A BOLTS (EMBED 7') 8' CONC WALL /5 01N6, HOOK SLAB DOWEL AROUND FIR 1 B 1 t0" SECTION A -A 1/2" I 1 1/2" 1 - ,/4 r r. 3/4' BASE PL SCALE: 3/4' =T' - COL AND BOLTS 16 AT 12' 0.0 T/B EA WAY 3/4'0 D AN CHOR BOLT AT 48' DEC EMBE SECTION AT POOL /SPA SCALE: 3/4 "=1' -0' /5H AT 12' O.C. GRADE BEAM OMEN AND - BALANCE OF REINF PER 4/S9 CONT BERT CONC WALL REINF TO TOP OF FTC SECTION AT GRADE BEAM SCALE 3/4' =1' -0' SECTION AT EXTERIOR STEP VERIFY CR W/ POOL/SPA MER SECTION AT ELEVATOR PIT SCALE: 3/4' =1-0' SECTION AT ELEVATOR PIT SCALE 3/4" =1' -0' ifA FOOTNG ANO PRE, TNT TOP HOOK BAR PER PLAN IH i P/T SLAB PER PLAN S.AB P/T NOT SHORN "MN Iii I PER ARCH •--(5) 16 TA UNLESS NOTE OTHER WISE ON PLAN 14 STIRRUP AT 12' 0.0 4 coo EA FACE WI j4 SUPPORT BAR AT 24' 0.0 GRADE BEAM P/T PER RAN AT M10- H03G7R PRE RENE PER 11/S9 DRIVEWAY SLAB L ICL- 1 1E 1.- 4 1 . SCALE: 3/4'=1'' -0' RFIF PER PLAN SECTION AT RECESSED SLAB SOME 3/4'=1'-B' l► 1 -B" PLAN VIEW COL BASE AT ELEV PiT SCALE: 314' =1'-0" CENT SOK DOWELS ARORB ET" CONK WALL f/R AT tr QC 11/S9, TYP PILE CAP REINF PER 1/S10 °i ( EA WAY T WI 80' EA (12) /9 BARS PIE PER 11/S9 P/T CONC SLAB PER PLAN (8) 10 SECTION AT PILE CAP I SCALE- 3/4' =Y -0' A CB POST BASE 11111111111111111111111 FURRING STUD SECTION AT PLAM POST SCALE: 3/4' = Y -0' � BALANCE ® PER 16/513 Aia DONEE TO MATCH ® a , TIE BEAM EMBED RD 2' -0' 0' I 401, LAP 4 rI 1 =1 SO SECTION AT PORTE COCHERE PILE r p. 12'QGH Y -3' �, mommorkom MIME v Aimi MI SCALE: 3/4' =1' -0• f BAR H00ILE1) AT IY QC V 1 EXTEND 90' DOWELS 1' -6' PAST TOP OF PILE SECTION A - A , PER RAN 3 CR PT TAB PER PLAN \--19 BARS T/B AT 12' QC SLAB AND TENDON PER PLAN EXTEND SPIRAL REINF 10' PAST TOP OF PILE GRADE BEAM OMEN AND BALANCE OF REINF PER 4/S9 1 /4 (4) 3/4'0 A307 � A. BOLTS • r (EMBED 7 ) 1 1/2' 1 1/2' BASE PL DETAIL PILE CAP REINF PER 1/S10 3/4' BASE PL SHEAR WALL RO FORONG PER DETAIL 4/S13 TS COL PER PLAN LOWER TOP REINE TO 6" BELOW SLAB AT TS CONN LAP 4' -0" W/ TYP HONE TAB AND TENDON PER PLAN (6 f BARS T/$ CLOSURE POU T.S. COL PER PLAN - CLOSURE POUR BASE PL DETAIL 29 PILE CAP AT GRID 4,23 (16,17 & 11 SIM) J SCALE: 3/4' =E -0' ]D POGGEMEYER DESIGN GROUP n ',.SIGN TT TT XT, 'MKT, TTOL'L NORTHWEST DIVISION FOUNDATION DETAILS FAMILY FUN CENTER COMFORT SUITES HOTEL TS COLUMN PER PLAN 1 2 ' - U' t 1 e I JOB NUMBER DESIGNED BY JLH DRAWN BY ML CHECKED BY RR EXTEND 90' DOWELS 1' -3' PAST TIP BE PILE AT COLS ONLY PILE AND CAP PER 11/59 COL BASE SECTION AT PiLE CAP SCALE 3/4'=1' -0' BLOCKCUE CLOSURE POUR MANDATORY 3/4' NOR- SHRANK GROUT (5000 PT) (3) 3/4'0 A307 A BOLTS (EMBED 7') BASE PLATE DETAIL COL BASE SECTION AT GRADE BEAM SCALE 3/4•=1' -0" 3/4' NONS1RNK GROUT (5000 PM) TS COLUMN AT SLAB SECTION SCALE: 3/4" =1' -0' 3/4' NONSRINK GROUT (5000 PS'J 1/2' /4 3/4' BASE PL COL AND BOLTS SECTION AT TIE BEAM SCALE 3/4'= 1' - -0' f BAR HOOKED AT 12' DC V f BAR 12' OC H -PT SLAB PER PLAN Fliff ra i M gal I -1 PILE CAP AT 7, 15 SCALE: 3/4'=1' -0' 00095 IN BARS T/B AT 12' DC clTV'c� r� °v:s. Au:3 0 2001 SHEET NUMBER- _ ' 15x8' -0 SUPPORT BAR BELOW CAP REINF EA WAY DATE 05/10/01 06/15/01 19 10 PASS TOP BARS NEAR CENTER OF COL UNDER DISTRIBUTED TENDONS AND TOP BARS NEAR EDGES OF ' DROP CAPS OVER DISTRIBUTED TENDONS AS REDO FOR POST TENSIONING & REBAR 3 1/2" COVER 21/8' TO 48O.C. (MAX) I� 2 -18 SUPPORT NETS TAP I AT DROP CAPS. EXTEND 12' I I EA SIDE OF DROP CAPS BANDED TENDONS ` 1 EA WAY BOT PILE PER PLAN 0 I TYPICAL PILE CAP SECTION 10 © CITY REVIEW COMMENTS © CITY REVIEW COMMENTS REVISION SCALE: NONE SCALE: NONE SCALE: NONE SCALE: 3/4" =1' -0' ANY INFORMATIO "; 0'r. 74T ON THIS DRAWRIO IS NOT INTENDED TO BE SUITABLE FOR REUSE BY ANY PERSON FIRid, COPORATION, OR AIiY OTHERS ON E %TENSIONS Or THIS PROJECT OR DISTRIBUTED TENDONS TYP MILD REINE STAGGER, EA WAY TOP MILD WINE 12 MAX SPACING, TYP COMMA POB.1S AS SHOWN ON PLAN STRESSING END NA 1.551 W 1.51 NOTE 2 STRANDS MIN TO PASS DIRECTLY OVER COLUMN IN EA DIRECTION REINFORCEMENT AT PILE CAP 16" STRAIGHT SPAN /4 LINO L1 /2 I LT/2 12/2 I L2/2 L1 i L2 EXTERIOR SPAN t INTERIOR SPAN I WITH STRESSING I TOP MILD SEINE 12' MAX LEGEND SPACING, TYP T = SLAB THICKNESS W = COL WIDTH H COL CAP DEPTH + T SCME: NONE r LAGS PONT SEE PLAN I r Tfl86NATED TENDONS IMP. LR50 + STAGGER AT 12' I + AT BANDS CGS i (ANCHOR AT NA) NOTES 1) TENDON CGS SHOWN ON PLAN IS DISTANCE FROM BOTTOM OF SLAB 2)a= 01L 3) FOR WORM SLAB NA IS AT MD -DEPTH MID REINFORCEMENT TO BE DISTRIBUTED WIN THE DIMENSION LINES EA WAY DROP GAP PER PLAN SCALE: NONE SCALE: NONE 13/2 [ L3/2 L3 EXTERIOR SPAN NO STRESSNG PARABOLIC TENDON PROFILE SCALE: 3/4 " =1' -0" DISTRIBUTED TENDONS SPACED PER PLAN BANDED MAX, TIP DETAIL AT ANCHORAGE TENDON SECTION A - A rxrsPw SCALE: NONE SUPPORT BARS MIN 14 AT 4r o.c. MAX BANDED ANCHORAGE REINF WALE: NONE PT SLAB 14 HAIRPIN PACED RADIALLY TO HOLD TENDONS IN PLANE CC STAB AT It 0.0 HAIRPIN REDO WHERE CURVATURE EXCEEDS 1:6 PT TENDONS AT OPENING SCALE: NONE SCALE: NONE SLAB EDGE 4 STRAND MAX PER BUNDLE TIP BETWEEN BUNDLES UNO MIN SPACING GROMMET AT STRESSING END ONLY — TOP & BOTOM BARS NA NA Do SUPPORT BARS 14 MIN AT 42 O.C. MAX. .0-0' UN SWAIN MAX CURVATURE TYPICA 12 IAN 6 Tr /3 HAIRPIN IN BANDED DIRECTION ONLY TOTAL EQUAL TO KHMER OF ANCHORS/2 PLUS I ADDED TENDON PLACEMENT ADD'L 214 T & B i AT BANDED TENDON AT 6 EXIENIED 9" BEYOND LAST ANCHOR EACH END ,1 I BANDED ANCHORAGE REINF 'WHERE TENDO7 CURVATURE EXCEEDS 1:6 SEE SCALE: 1101E SCALE: NONE PT TENDONS AT OPENING SCALE SCALE 3/4" =1' -0" Pr TENDON SIRE'ESIYG TAR CONSULTING ENGINEERS DEAD END ANCHORAGE CID SCALE: NONE POGGEMEYER DESIGN GROUP NORTHWEST DIVISION VSL - 55N ANCHOR OR EQUAL GREASED AND PLASM WRAPPED SANTO /4 TOP & 6OT10M BACKUP BARS TED TO ANCHOR 6 (MAX) MIN 12" MAX TYP - 2 -14 CONE BACK UP BARS DEAD END ANCHORAGE F — ANCHOR CASTING NAIL TO FORM GROMMET 16" MIN CLAM FORA 1 1/2 GDR DISTRIBUTED ANCHOR SCALE: NONE REINF AT SLAB OPENING SCALE 3/4' =1' -0' STRESSING TAIL DETAIL AT CLOSURE POUR SCALE: 3/4" =1' -0" 3' CLR TYP POST— TENSION DETAILS FAMILY FUN CENTER COMFORT SUITES HOTEL 2 -14 COM BACK UP BARS GROMMETS AT STRESSING END ONLY POST TENSIONED TENDON VSL - S5N ANCHOR OR EQUAL 1 1/2" STRESSING END ANCHORAGE GREASED AND RAM WRAPPED STRAND TENDON STRESSING ANCHORAGE OONT KEY I" CLR rip 1" MAX SCALE: NONE ANCHOR CASTING ✓ NAIL TO FORM GROMMET 16" MIN i/8 FORM HAIRPIN & ADD'L RERAN PER BANDED ANCHOR 3 CLR TIP 1 -15 TOP & MT TYP SCALE: NONE i' S" TYP TENDON STRESSING TAIL 1' CLR TYP A ' 1' b' TYP 1 -/5 TOP & BOT DP REINF. FOR OPENINGS IN SLAB, 12 " - 24 ° SINGLE OPOAN.S OF SMALLER DIMENSION DO NOT REQUIRE TRIM BARS. FOR OPENIIS OF URGER DIMENSION AND MULTIPLE OPENINGS REFER TO 17/S10 REINF AT SLAB OPENING SCALE 3/4 " =T' -0" SECOND POUR SLAB SECTION VIEW TYPICAL SLAB SEINE 1 SLAB CONST JOINT DETAIL SCALE: 3/4' =1' -0' JOB NUMBER 00095 DESIGNED BY JHL DRAWN BY ML CHECKED BY NB SHEET NUMBER C 1n REFER TO DETAIL 6/S11 FOR SHEAR WALL NAILING PLUMBING IN WALL 3 1/2' RIM BEYOND FLOOR \� SECTION AT EXTERIOR WALL SCALE: 3/4° = UNIT 1 CORRIDOR CORRIDOR SECTION AT PLUMBING SCALE 3/4' = I1 1 lek SCHEDULE I AT 6' O.C., U.N.O. 16d TN AT C O.C., U.N.O. CONTINUOUS 1 1/4' LSE RIM BOARD 1 R 48° AY O TJI .G BLOC AT HEADER, PER PUN NAILING PER SCHEDULE PREDRILL SPACING < 4' O.C. PF26 HANGER 1 3/411 7/8 LW., LAP 1' -0' WITH 3 1/2' RIM, NAIL WITH (3) ROWS 1fi4 AT 3' D.C. SHIM AS NECESSARY 1 1/2' 11 7/8' I -JOIST PER PLAN SECTION AT WE BEAM SCALE 3/4 = 1/4'R481/2'EA SIDE W /(21 3/4 0 BOLTS BRG R AT 5 1/8 GLB 3/4" BRG Q AT fi 3/4 GLB TS COL PER PUN GL PER PLAN DATE 05/10/ 06/15/01 A CITY REVIEW COMMENTS CRY REVIEW COMMENTS REVISION ANY INFORMATION OR DATA ON THIS OftAWING IS NOT IN *ENDED TO BE SUITABLE TOR REUSE 6Y ANY PERSON FIRM, CORPORATION, OR ANY OTHERS ON E %TENSIONS OE THIS PROJECT GF. FOR AM1'Y USE ON ANY OTHER PROJECT. ANY REUSE YATHOUT WRITTEN VERIFICATION ANO 16d TN AT C 0.G SECTION AT EXTERIOR WALL CONTINUOUS LSL ROA MFG SECTION AT PLUMBING WALL 1/4 7S COL. PER PLAN 7 1/2' GLB AT TS COL SECTION (DUB AT TS COL SECTION ) SCALE: 3/ 104 AT 6' 0.C, 1444 244 244 AT 1C D.C. TIP, 3x4 AT 1C O.0 AT 1ST FLOOR CONTINUOUS 1 I/4 LA RII mow I JOIS1 PER RAN 2 1/2' MW BEARING SCALE 3/4 = 1 1 /4z9'W EA SIDE W /(4) 3/4 BOLTS 1/4 5/8' BRG R AT 5 1/8 GLB 3/4° BRG R AT 6 3/4 CIA SCALE 3/4' = 1' -0 4' = 1' - 0' SCALE: 3/4' = 1' -0' SECTION AT 2ND FLR WF BEAM SCALE 3/4' = REFER TO LETAI 6/511 ROW SEAR WAIL 1WUNC 6' TO 12' FROM FACE OF WALL 076114 STRIP PER PLAN W/ (2) ROILS 10d AT 3 1/2' O.C. - 16d AT 6' D.C. U.N.O. LIP JOIST 3' W4. SECTION AT BEARING WALL SCALE 3/4' = 1' -0' WALL PARALLEL TO JOISTS WF BEAM AT TS COL I TIGHT TO JOIST 4 -•1• ... - � i TAP a PER 2x4 FLAT &f0 PLAN BEIWEFAI 1167S (OKAY TO USE 22 CEPS FLAT PLACEMENT) JOIST P T RAN AT C 0G, U.N.O. FLOOR 11/4 LSL BLKG AT UNSUPPORTED WAIL END AND AT 6 -0' O.C. DBL 24 PLATE W/NO GAP NON BRG WALL SECTION SCALE 3/4' = 1' -0' CONDITION AT PERIMETER WALL Sd4.E: 3/4' = 1' -0' WALL PER PUN SHEATHING FLOOR OR ROOF J� CMSTT4 STRAP PER PLAN W () ROWS 1474 AT 3 z i/2' O.C. ,.....r 2X4 CONTINUOUS BUM JOIST PER PLAN CMST STRAP DETAIL SCALE: 3/4' = 114 CONT W/ 10d AT 6' O.C. WHERE AIDE REQ0 REFER TO RETAIL 6/S11 FOR STEM WALL !44044 CONTINUOUS 3 /Y LSL A35F PER SCHEDULE BEQO (2) CRIPPLE STUDS, TYP.- 1 PER SISED&.E C ROB 0.G IW4 De3/---44 CORRIDOR WALL SECTION AT CORRIDOR SCALE 3/4' = WALL PERPENDICULAR TO JOISTS PANEL EDGE NNLB'C NO A35F 1110'0 THIS SIDE W/ EXN61010 PLY RIMED ON WI (2) ROWS 164 AT C O.C. INSPECTION REDO TYP PANEL EDGE NAM NON BRG WALL SECTION SCNE: 3/4' = 1' -0' WF BEAM AT TS COL SCALE: 3/4' = H II 11 LA; I I 11111111111 PTAC UNIT UNDER WINDOW (2) 216 DETAIL AT 2 —HR OR SHAFT WALL SCALE: 3/4' = 1' -0' POGGEMEYER DESIGN GROUP NORTHWEST DIVISION CONSULTING ENGINEERS REFER TO DE NL 6/S11 FOR SHEAR WALL NNUNG SHEAR WALL 44UNG A35F AT 16' O.0 U SEEM WMEL 144ARAG PER 5CH BEAM PER PLAY 11295 HGR SECTION AT 2ND FLR CORRIDOR SCALE 3/4' = 1' -0' ROOF TRUSSES\ DETAIL AT 2 —HR OR SHAFT WALL SCALE 3/4' = 1' -0' IAP RATES 48' N NM. WI (20) 10d TYP TOP PLATE CHORD SPLICE CLIST14 WRAP 400U14D BEAM RUN DOWN EA SIDE 2' -6' C BRG 4 1/2' DEEP GIB PLATE, RIP FROM GLB TO WE FIANCE WIDTH PLUS C. W/ (2) ROWS 3/411 A307 BOLTS AT 24'0.0 THRU FIANCE, STAGGER ROWS AND COUNTERSINK (2) ROWS 164 AT 6' O.C., U.N.0 16d AT 6' 0G. LINO 10d AT 4' 0.C. INSPECTION RE0'D TA OR At FLOOR JOISTS PER PON SMIPSON FIT TYPE MGR (PF26 AT 2x6 JOISTS) 5 1/6x12 cow a BEAM BLOCCNG (3 1/2 LSI. RIM IN 4' NOMINAL WAIL) CMST14x2' -0' RACE OVER SHEATHING 2x4 FIAT BLOC FOR STRAP BEHIND SHEATIWC 1 `(2)2x6 STUDS DETAIL AT CORRIDOR BEAM SCALE: 3/4' = 1' -0' 16d PER SCHEDULE PREDRILL WHERE REVD. TO AVOID SPLITTING, AT 6' MIN 104 AT 6' O.C. INSPECTION REQ'D. ROOF } PLATES V TOP PLATE 1 1/4' X 11 7/8" ii A35F RAT L COW LSE RIM OR PLANE TO BLKG SHEAR WALL SOLID BLKG PER SCHEDULE NAILING NARROW BLOCK 1. DO NOT USE GYP CRETE SHIM PLATES 2. PRE DRILL 16d NAILS (70% OF DIAMETER) AS REQ'D. TO PREVENT SPLITTING STAIR LANDING STAIR WALL ) - = AST AT FRWING ■ -- SPACING PER PUN TYP WF BEAM TO BEAM CONN SECTION )s WF BEAM SECTION SCALE 3/4 = 1' -0' I SCALE: 3/4' = 1' -0' FLOOR FRAMING DETAILS FAMILY FUN CENTER COMFORT SUITES HOTEL TT II /IA/II A IAIA SHE WALL SHEM WAIL SHEATH ING (2) ROWS 16d - - I v SHEATHING SHEAR VAAL SEE PLANS PER SCHEDULE SEE RAMS AND SCHEDULES PREDRILL WHEW BTU PLATE TO 44010 SPLR AT 6' WIN SECTION SECTION 10d AT 6' 0.C. 16d AT C 0.G 100 AT 4' O.C. INSPECTION REO D. A35 0129.5 HORS, TIP 1 1/4'4 1/2' LA LEDGER 1V/(4) 16d EA STUD SECTION AT CONC WALL END GONG !WALL I , (2)24 STUDS 3/4'0 40010R BOLTS AT 48' O.C. SCALE: 3/4' = SCALE 3/4' = 1 -0' WiDE BLOCK RIPPED (2)2x10 STUDS P.T. AGAINST CONC P.T. AGAINST CONC 3 1/2x11 7/8 CONT LSE RIM OR SOLID BERG A35F RAT PLATE TO B€KG PER SCHEDULE SCALE: NONE SECTION AT INTERSECTING WALL SCALE NONE JOB NUMBER 00095 DESIGNED BY JLH DRAWN BY ML CHECKED BY RB SHEET NUMBER ^ A i 2X4 STUD WALL PER SCH - 2X4 PLATE 6 =I71X 4Y REINF WELDED TO 3/4' PLATE 4 -16 CONT AT TOP OF WALL 42ND FLOOR CONT 6 3/4x5 1/2- a PLATE QD DETAIL AT CONC WALL - TS STRUT (TYP) SCALE 3/e= 1' -0' ROOF 8' CONC WALL TAP / SHEATHING MD PANEL EDGE NAIUNG PER SCHEDULE 19/32' APA RATED PANELS W /PLY CLIPS BLOCKING AT 16' O.C. TRUSSES AT 24' O.C. 1/4'xi2'x4' PLATE EA SIDE — \ ROOF SECTION IS BEAM PER PLAN POST /BEAM CONNEC. AT SPLICE SCALE: 3/4' = N.""ATION OR DATA ON THIS ORAi'I!N, NOTINTENDEO TO OE SUITABLE fOk REUS dY PERSON F IR M . COR P OR ATIO F OR ANY OTHERS ON EX7ENSIONS THIS PROJEC T On PATE 3/4' X TO' x i' - CJP W/6 -17 X 42' WELDED WINE TS BEAU PER PUMA ANGLE 4 X 4 X 1/4' X 8; W /1 -I5 X 24' VERT AND 2 -15 X 24' ANGLED WELDED RERAR 3 -13 HOOP TES AT 4 0.C. TS COL PER PLAN (2) LAYERS 1/2' GRA ✓ l / AROUND COL 11 cLi 3/4'0 MANS AT 12' O.C. SCALE 3/4' = 1' -0' 1/4 1/4"x4 1/2'98' W /(2) 3/40 BOLTS EA SIDE 5/8'47' SO R 1/4'93'x8' R W /(2) 3/4'0 BOLTS EA SIDE PSE POST PER PLAN DATE 05/10/01 06/15/01 01 COY REVIEW COMMENTS © CITY REVIEW COMMENTS REVISION i 3/4'0 A. BOLT AT 8 EMBED 7', COUNTERSINK \ TAP 5/16 PLATE 3 X,1O' X 0' -10' EA SIDE OF TS BEAN m DETAIL AT 8" CONC WALL - TS STRUT (TYP) SCALE 3/4' = �wI - il PLATE 1 1/4' X 8 3/4' X 1' -0' 3/8 I' IS STRUT PLAN GRID LINE DETAIL AT 8" CONC WALL - TS STRUT (TYP) SCALE 3/4' = 1' -0' DOUBLE STUD LLATCHRLG WALL WIDTH CD TS COL AT END OF WALL 1 SCALE 3/4' = 1' - 0' 19/32' APA SHEATHING -. /- (2) 2X6 / 19/32' APA ",HEAT ANN SIMPSON H2.5 ALIGN W/ 2x4 BLKG BALLOON FRAMING TAP 4 1/2' DEEP a PATE, RP TO TS WIDTH PLUS 1', T/8 —, 1/4 / 15 PER PLAN W/ 3/40 ARTS AT 12" O.0 COUNTERSINK, 7/8 EXTEND (1)AYER GWB TO FLOOR WP1211.88 HGR, TYP BBC STUD € TS BEAM TRUSSES AT 24' 0.G PER MEGR il ROOF SECTION (2) ROWS 16d AT 6' 0.C., U.N.O. L6 FLOOR JOIST PER POOL, TOP (2)IAYERS 1/2' GWB F!a SECTION AT TS STRUT , SCALE: 3/4' = 3/4' 3/4 A BOLT AT 80.G EMBED 7; COUNTERSINK TS BEAM ^. PER PLAN SCALE 3/4' = COAT GL BEAM PER 14/S11 SECTION AT IA/S12 TS COL AT END OF WALL SCALE 3/4' = 19/3? APR SWARM (2) 2X6 19/32 APA SFEADw/G (2) ROWS Old AT 6' 0.C. EA ROW U.N.O. 1/4':12' (2) ROWS 16d AT 6' O.0 EA ROW LIAO. TS BEAU BLOCKING SIMPSON 4125 AT EA TRUSS TS BEAM PER PLAN CONT a BEAU PER 14/S11 SECTION AT IB/S12 SCALE: 3/4' = 1 -0' 4x6 BLKG W/3/4' A3 07 BOLTS AT 16' O.C. 3/16 t 1/4 X 6X 0 EA SIDE We ALIGNED CONDITION WF PER RMN NAILING PER SHEARWALL SCHEDULE WE PER PLAN 1 19 SECTION 1 1/2' TS COL PER PLAN 2) DETAIL AT TS BM TO COL SCALE: 3/4' = SECTION AT SHEAR WALL 7 I/O' DEEP GIB PIE, RP FROM GB TO WE FLANGE 010111 RUS 1", W/ (2) ROWS 3/4'0 A307 BOLTS AT 24'0. TIK11 FLANGE STAGGER ROWS AND GOLALAERS90( TS BEAM PER PLAN W/3/4'0 WIT AT 8' O.C. MID a PLATE 1/4':12' WF PER RAN 5 - 11/4' END e 1 1/2' 3/4' 6TS ROOF SECTION SCALE 3/4' = 1' -0' (2) ROWS 16d AT 6' O.C. EA ROW U.N.O. 3/4' SECTION WALL 22X WALL PER SCH OFFSET CONDITION 1/2' 3/16 1/2' 206 PLATE 1/4 V € TS COL VERT SLOTTED HOLES LONG SLOTTED ROLES SCALE: 1 1/2' = 1' -0' WE PER PUN L4x391/4 3/40 BOLTS AT 3'04 2ND FLOOR TS BEM PER PLAN 19/32' APA SHEATHING 7 1/2' DEEP me PLATE RIP FROM GLB TO WF RANGE WIDTH PLUS 1; W/ (2) ROWS 3/4'0 A307 BOLTS AT 24"0.C. THRU FLANGE, STAGGER ROWS MAO COUNTERSINK , 16d AT 4' 0.G 2 ROWS T 1/2 3' 3" t 3/8410:0' -10 1/4' ES SEC A - A (TS TO TS) SEC A - A (TS TO WF) WF BEAU PER PLAN IV/3/4"0 VETS A7 rac. AND a RATE VERT ",HOTTER IDLES 3/8''E HIXI ROTTED HOLES BOLTS /4 s A325 • . I W/3/4 PER PLAN 0 OOHS AT 8'O.C. AND a PLATE 1/4 L54.3x1 2x6 1/2' W/ I GUSSET PLATES EA END ROOF SECTION $2N0 FLOOR 3 1/2'x11 7/8' La SAG 16d AT 4 0.G 2 ROWS LENGTH PER PUMA SHEET S5 t 3/ &1&0'=10 1/4' ES O W 1/2 3/8 l CJP 1/4 \ ((8) 3/4 a A92$ x BOLTS 1/4 v� n( rrfYTf R 3/4' W/2 3/40 A325N BATS 4 _ END PLATE 3/8' � tY -i TS COL PER PLAN t 3/ &10x0' - 10 0/4' ES 1011 AT 6' O.C. - 10d AT 6• O.G (4) 16d NAILS t 3/49611' -2' (50 KSI) I? 1 /a6 1/211' -2' (50 KR) [ 3/4' APA RATED FLOOR SWATHING PANELS DETAIL AT WF BEAM /TS STRUT ` SCALE: 3/4 = 1' - SCALE 3/4' = 1 -0' CONSULTING ENGINEERS SECTION NORTHWEST DIVISION Y16d AT 3' O.G pBE � (3) A35F PER PANEL, U.N.O. TRUSS BLKG PANEL DETAIL SCALE: 3/4' = 1' -0' 1' J ROOF SECTION SCALE: 3/4' = 1' -0' TS COL PER PLAN CONN PER 2/512 LEVEL TOP TO MATCH ROOF CHORD SLOPE TS STRUT SECTION zP SCALE 3/4' = 1' -0' ,. SCALE 3/4' = 7' -0" 16d AT 6' D.C. 19/32 APA SHEATHING W/ PLY CUPS 2x6 0550 SIMPSON 112.5 HEADER, PER PUN LOW ROOF SEC. SCALE 3/4' = L HORIZ SLOTTED HOLES I VERT SLOTTED HOLES 1 1/2" 3' 3' 3" TO COL PER PLAN TS COL PER PLAN 242 10d AT 6' O.0 BLKG EVERY OTHER BAY PER SEC. 9/512 L) POGGEMEYER DESIGN GROUP FLOOR /ROOF DETAILS FAMILY FUN CENTER COMFORT SUITES HOTEL T1 11 /1∎111 f 1■IA SIMPSON W212 HOR 3/8' I EA SIDE WITH 3/4' 0 A325 BOLTS 206 BLKG 20 NAILER WF PER PLW (2) ROWS 16d AT 6' O.0 p LTTf9 AT 48' 0: 19/32 APA SHEATHING W/ PLY CUPS 3' 641 H3 MGR 31 NAILER WF PER PLAN ® LOW ROOF SEC. SCALE 3/4' = 1' -0' si _1 (2) ROWS 16d AT 6' 0.C. EA ROW 0x0. DB. 2X6 HU26 -2 HOT DRAG STRUT PER PLAN SECTION AT BALCONY OVERFRAUWIG TRUSSES BY MFGR —,l 19/32' APA SHEATHING '-lOd PER SCHEDULE, DP (2x6) x 2' -0' as LEDGER W/ (4) 16W EA TRUSS SEE ARCA 2x6 AT 24' 0.0 SIMPSON 026 HOR -ORd PER SCHEDULE, DP 19/32' APA SHEATHING COAL. TO ROOF ROOF SECTION AT CORRIDOR SCALE 3/4' = 1' -0' (2) 3/48 A325 BOLTS 1/a 1/4 SECTION AA" SECTION "BB" POOL ROOF CONNEC. SCALE: 3/4' = 1'-0' 9412 DESIGNED BY (2) ROWS 16d AT 6' O.C. EA ROW 0.5.0. DO NOT SPIKE TS STRUT AT OAR LOCATION (6) 16d EA END Pi 11000 JOIST PER PLAN JOB NUMBER 00095 JLH DRAWN BY ZK /ML CHECKED B RB LOW ROOF SEC. SCALE 3/4' = 1' -0' - 1/4 V CTm LEA PER RAN SECTION SCALE 3/4' = 1'-•^' $21R FLOOR SCALE: 3/4' = 1' -0' WF PER FLAT 3/414 A307 BOLTS STAGGERED AT 16' 0.G 3/16 WF PER PLAN SEE RAN FOR WF BEAM MEMBER SIZE WF PER PLAN 3/8",55 i1' -0' SIDE PATES WI 3/40 BOLTS 5/8' BASE If ROOF TRUSS AT 24' O.C. $2ND FLOOR 9NANCE PER 19/5121 4x6 BLED W/3/4' A307 BOLTS AT 16' 0.C. 7 1/2' BEEP aB PLATE RIP FROM GIB TO WE FLANGE WIDTH PLUS 1; W/ (2) ROWS 3/40 #307 BOLTS AT 240.C. THRU RAN G& STAGGER ROWS MD CIXRNE%TKK 10d AT 6' O.0 1 7,.. „--16d AT 4' O.C. SIMPSON A35 ROPED 29 BLKG SWWSOH AB 2 P.T. RARER 3/B' STIFFENER t 4-3/4' 4.325 DOLTS AT GAUGE - 3/8' Ip WF PER PLAN i F POOL ROOF CONNEC. SCALE 3/4' = 1' -0' i SHEET NUMBER I � l n WALL TYPE LEVEL STUDS & SPACING EXIQROR EAST & NEST 4 - 3 2x6 HE FIRE TREATED STUD GRADE AT 16' QC 4111 ENDS BETNEEN 3 24 HE FIFE TREATED STUD GRADE AT 12 QC 21 KIPS GRIDS A & J 2 2x6 HE PRE TREATED STUD GRADE AT 8' QC 4', 6' SOUTIH WE BTNEEN GRIDS 7 & 9 4 - 1 2x6 HE ARE TREATED STUD GRADE AT 12' QC 121 SOUR SOE &DIEEN CRCDS 1 -7, 19 -26 4 - 2 as HF FIRE TREATED STUD GRADE AT 16' RC 4', 6' NORTH SINE BETNEEN GRIDS 1 -26 1 2x6 HE FIRE TREATED STUD GRADE AT 12' CC 11 KIPS 7 KIPS 4 -3 2x4 HF STUD GRADE AT 12 ac. INTERIOR CORRIDOR 2 2.4 HF STUD GRADE AT 8 0.G B 9ARTY WALL 2 PLY -1 STORY 1 2x6 HE STUD GRADE AT 6. QC 109 AT 6'0.0 PARTY WALL 4 - 3 2x4 HE STUD GRADE AT 16' QC INTERIOR AT PLUMING WALL 2 2x4 HF STUD GRADE AT 12' QC A35F AT 12 0.0 2 (2X4) WALLS I 234 HE STUD GRADE AT 6. 0.0 10d AT 3'O.C. PARTY HALL 4 -3 2x6 HE STUD GRADE AT 16' RC TREMOR DOUBLE 90E 2 2x6 HF STUD GRADE AT 8' QC. 435E AT 12' 0.G EA SDE PLY C 2x6 HE STUD GRADE AT 6' 0.0 Hp RUN MARK ANCHOR BOLT ANCHOR 4 WASHER HOLD DOWN 1.OAD REQUIREMENTS gg 1ST 290 TO 4111 A A.31 25 ' 3A 3/4' X 3' SQ 21 KIPS 21 TOPS 10 KIPS 5 KIPS 4', 6' B 1 014 3/4' X 3' SD 121 21 KIPS 10 KIPS 5 KIPS 4', 6' C 1/2' OA 1/2' X 3' SQ 11 KIPS 7 KIPS 5 KIPS 3 KIPS 6' HOLD -DONN ANCHOR BOLT REQUIRED MULTIPLE STUDS ADDITIONAL H018Z REINF EID5A 3/4'0 A307 (2) 2x (2) 14x5' -0' EA WAY T/B HD8A 7/8'0 4307 (3) 2x (2) I4x5' -0' EA WAY T/B 95149 1'0 9307 (4) 2x (2) 5x6' -0' EA WAY T/B BEAU SIZE N0. OF BOLTS O BOLT SIZE RATE THICKNESS WELD 92E A' 472 3 3/4' 3/8' 1/4' W16 4 3/4' 3/8' 5/16' W18 5 3/4' 3/6. 5/16. 121 6 3/4' 3/8' 5/96' W24 7 3/4' 3/6. 5/96' IUD 8 3/4' 3/6. 5/16. SHLAMWALL SGHLUULI BLOCKING MARK WALL FLOOR LEVEL SHEATHING PANEL EDGE NAM AN BOLT0' S 3/4 0 x 1 TOP PLATE BD/ PLATE 4 CONDOR 2 PLY -2 STORY 4TH FIR 19/32' APA PLY ONE SIDE 106 AT 3'0.0 PER DETAIL (2) 16d AT 6. 0.1. - COME 81001 360 FLIT 19/32' APA PLY TWO SIDES 10d AT 3'0.0 A35F AT 6. CC EA 570E (2) 16d AT 4' QC - WOE BL009 2ND FLR 19/32' APA PLY TWO SIDES 10d AT 2'0.0 A35F AT 8' O.C. EA SINE (2) 16d AT 2' RC - WIDE 80001 1ST FLR 19/32 APA PLY ONE 90E 109 AT 6'0.0 AT 32' 0.0 A31 AT 12' 0.0 EA 8DE B 9ARTY WALL 2 PLY -1 STORY 4TH FLR 19/32' APA PLY ONE SW 109 AT 6'0.0 PER DETAIL 16d AT 11' QC - NARROW BL001 3RD FIR 19/32 AN PLY ONE SIDE 10d AT 4'O.C. A35F AT 12 0.0 169 AT 4' 0.0 - NDE BLOCK 260 FUR 19/32 APA PLY ONE 911E 10d AT 3'O.C. A35F AT 8' O.C. (2) 16d AT 6' aG - WOE &000 1ST FIR 19/32' APA PLY TWO SIDES 10d AT 4'0.0 AT 32' CC 435E AT 12' 0.G EA SDE C pm, WALL 2 PLY - -2 STORY 478 FUR 19/32' APA PLY ONE SIDE 10d AT 4'0.0 PER DETAIL 16d AT 8' 0.0 - NARROW BLOCK OLIO FLR 19/32 APA PLY ONE SIDE 100 AT 3'0.0 A351 AT 6. 0.0 (2) 16d AT 6' 0.G MOM - NIDE MO 299 FUR 19/32 APA PLY NO SIDES 10d AT 4'0.0 A35F AT 12' O.C. EA SIDE (2) 16d AT 6' O.C. - WEE BLOIX 1ST FIR 19/32' APA PLY TWO 90ES 100 AT 4'0.0 AT 16' O.C. A35F AT 12 O.C. EA SIDE D PARTY WALL 2 PLY -1 STORY 4TH FIR 19/32' APA PLY ONE 50E 10d AT 6 PER DETAIL 16d AT 6' 00 - NARROW BLOCK 3R0 FLR 19/32 APA PLY ONE SIDE 109 AT 4'0.G A35F AT 12 0.0 16d AT 4' 0.0 - WIDE BLOCK 260 FLR 19/32 APA PLY ONE SIDE 10d AT 3'0.0 A35F AT 6. O.C. (2) 169 AT 4' 0.0 - MOE BLOCK 1ST FLR 19/32 APA PLY TWO SIDES 10d AT 20.0 AT 16' 0.0 A350 AT 6. 0.0 EA SIDE E P'RF11ry ALL UY 2 W ST 419 FLR 19/32' APA PLY ONE SINE 10d AT 6'0.0 PER DETAIL 160 AT 6. 0.0 - NARROW BLOCK 3RD FIR 19/32 APA PLY TNO SIDES 10d AT 4'0.0 A39 AT 8' O.C. (2) 16d AT 6' DC - WW BLOCK 2ND FIR 19/32 APA PLY 1960 9DES 100 AT 4'0.0 A35F AT 12' QC EA 5DE (2) 169 AT 4' RC - MOO BLOCK F PMIY 2 PLY -1 W' STORY 1ST FLR O 9DE5 19/32 APA PLY TWO / 109 AT 4'0.0 Al AT 16' 0.0 A35F Al AT 1 EA SIDE 0.0 DATE * POP PLATE TENSION ROD ANCHOR BRACKET TIP FLOOR F.F. 3/8x3' SO WASHER W/ HEX HEAD NUT HOLD -DOWN SYSTEM DETAIL i J SCALE 3/4' = 1' - CONE 2X4 FLAT BLOGOONG AT PANEL EDOE5 PANEL EDL0 NAILING AT EA STUD ANCHOR BOLT PER SCHEDULE ADDITIONAL HORIZ 9590 PER SCHEDULE 05/10/0 tp OW RENEW COMMENTS 06/15/01 ® CITY REI4EW COMMENTS REVD° END OF SHEAR WALL 1' -0' MAX 214 PLATE 2x4 51(05 2x6 PLATE 2x6 STUDS SEE SCH FOR APA 2x6 PLATE RATED SHEATHING S07 5CH STAGGERED STUD WALL INTERIOR BEARING WALLS PERIMETER WALLS 'J2' INFORMATION OR D ON THIS DR !S NOT INTENDED TO RE SUITA FOR REUSE I ' ANY PFRSON FIRM. O RPGRAT!ON, O ANY OTHERS ON EXTENSIONS OF TH IS P ROJECT OR SPREAD PLATE PER HOLD -DONN SYSTEM ENGINEER VERT GRAN BLOC TO MATCH STUDS ABOVE TENSOR ROD PER HOLD - DONN SYSTEM ENGINEER COMPRESSION STUDS PER HOLD -DOWN SYSTEM ENONEER 2x4 PLATER I 2X4 384 STUDS ZxA 3R. 3x4 515 2x6 RATE A. BOLT, SEE '} SHEAR WALL SCHEDULE 2x6 OR 3x6 STUDS 4' NOMIAL WALL SECTION AT UPPER ROOF EXT FACE SEE 521 FOR APA RATED SENDING *ERE OCCURS EXT FAO: SEAR WALL 5CH FIR A BOLT 52E AND SPACING TIP TIP 6' NOMINAL WMI g ANCHOR AT WC BEAM SCALE 3/4 = 1 -0 INTERSECTION INTERIOR BEARING WALLS TiP WALL STUD PLACEMENT SCALE: 3/4' = P -0' SCALE 3/4' = 1 -6' SEAR WALL 509 FOR A. 83.T I SZE AND SPACING PANEL EDGE NAILING TIP TEN901 ROD CORNER STUDS PER HOLD -00969 SYSTEM ENGINEER IYP STUt W/ 3/4' 5664 F/ rIENSON ROD LOCATED / ON FULL HEIGHT SWATHED SIDE - 0 HOLD -DOWN SYSTEM DETAILS s�11 1. =1-D. DOUBLE WALL SECTION BOLTS PER MFR 115E PANEL RARING AT AU. PEI STUDS HD PER PLAN 1/4' x 3' SO WASHER WI HEX NUT 0 13. END OF WALL 2' -Y RC ELEVATION PLAN SECTION 1 SALE 3/4' = SCALE 3/4' = Y -0' 2 MIN OR TIGHT W/ COUNTERSINK BOLTS 6' MAX PEE PER PLAIN MULTIPLE STUD PER SCHEDULE TYP HOLD -DOWN DETAIL CI) SCALE: 3/4' = IF PER SEC 9/S13 14 TIES AT 9' 0.0 TIP CORRIDOR 2x6 AST (6)14 NERT HOOKED 3/4' NON - SHRINK GROUT (5000 PSI) 1' 9ASE PLATE 1/4 BALANCE REFER TO 24/59 (4 3//40 A307 A -BOLTS r EMBED I AODIRON HOR1Z SPRINKLER MAIN, HANGER AND BRACE CONNECTION MID LOCATION PER SPRINKLER SUPPLIER SPRINKLER MAIN FRAMING DETAIL BASE PLATE DETAIL 1 1/2 1 6 1 1/2 PORTE COCHERE BASE CONNEC. SCALE: 1/2' 1' 0' S 12 0.0 E11 SHEARWALL 1 i SCALE 3/4' = 1' -0' SCALE 3/4' = 0 -0' PER 9EET 54 6. SECTION "B" COLUMN SCHEDULE MARK C C2 C3 04 CS C6 C7 SIZE TS 4'X 4'X 5/16. TS 5'06.03/8' IS 6' X 6' X 3/8' IS Y XI'X3/8' IS 6 X 5' X3/6. P9. 3 PSI. 5-9/4' X 5-1/4' SECTION ROOF �7 Hoolsorari "MIMENIBMIN SCALE: 3/4' = l''' m '''444, CONSULTING ENGINEERS NORTHWEST DIVISION NOTES: I. BLOCK ALL EDGES Wax OR 2 (2x) 2. NAIL INTERMEDIATE SUPPORTS AT It QC 3. PROVIDE PANEL EDGE NAILING AT MULTIPLE STUDS SPECIFIED AT END OF WALL 4 DO NOT PENETRATE STUDS LESS THEN 1 1/2' 5. NARROW BLOCTONC REFERS TO 1 1/4' BLOCKING 6. NEE BL0009NG REFERS TO 3 1/2' BLOONNG 7. FOUNDATION SRL PLATES OF ALL SHEAR WALLS ARE TO BL 31 MEMBERS a STUDS AT ABUTTING PANEL EDGES ARE TO BE OTHER 3x STUDS OR (2) 2x STUDS NAOED TOGETHER W/ (2) ROWS 160 AT 6' DL A STAGGER BOTTOM PLATE NAILING WEN NAILING S 4 AND LESS DC 10. PLACE A STEEL PLATE WASHER, 2 -9606 =raw AND 3/16 0409 19300 UNDER NUT OF EACH SAL PLATE BOLT. BEAM CONNECTION SCHEDULE NOTES 1) BOLT TYPE = A3296 2) PLATE MATERIAL = A36. SECTION PORTE COCHERE SCALE: 3/4' = 1' -0' , POGGEMEYER DESIGN GROUP FAMILY FUN CENTER SCHEDULES COMFORT SUITES HOTEL BEARING WALL S TUD SCHEDULE • REFER TO SHEAR WALL SCHEDULE FOR 30 REQUIREMENTS HOLD DOWN SYSTEM SCHEDULE SPLICE NOTES: 1. ALL LAP SAUCES OF NEWT BARS N THE BCIINORY ZONE SHALL BE CONINED BY HOOPS OR CROSSTIES AT 4' O.0 2. FTC DOWEL LAP AND WALL SPLICE LENGTH AS 00LL0WS BAR I AP/SPSCE IFNGTH I5 32' 6 JA 19 n' r0 It TT NE. i JOB NUMBER 00095 DESIGNED BY JLH DRAWN BY ML CHECKED BY RB i SHEET NUMBER i e POOL SLAB OVER COMPACTED SOIL SLOPED TO DRAIN W/14 AT 18 0.0. EA WAY 31 ANCHOR BOLT AT 48* 0.0. /4x4'-0 AT m• 0.0. -Cr AT 12 0.0. 15 1AT le O.C. PA l DATE 08/03/01 REVISION A POOL AREA MO FREIGHT CHT DESIGN 00800 BY OWNER ANY INFORMATONR DATA ON THIS DRAWING IS NOT INIENDED , BE SUITABLE FOR REUSE C FOOTING AND PILE, TYP LATE TOP HOOK BAR PER PLAN PIT STAB PER PENN StAB P/I NOT SHOWN SECTION AT GRADE BEAM SCALE: 3/4.1 (6) 16 /6 T oN PLAN 14 STIRRUP AT 12' 5 At 12' D.C. EA FACE 15 CONY E4 FACE W/ 14 SUPPORT BAR AT 2e O.C. 3/4 ANCHOR BOLT AT as' O.C. EMBED 6' f i o POOL SUB 15 AT 12' 0.0. PER PAM PILE PER DUNE 11/93 POOL SECTION SCALE 3/4 3x PIATE 4' POOL SLAB OVER COMPACTED SOIL SLOPED TO DRAIN W/14 AT le O.C. EA WAY POOL CONSTRUCTION NOT BY POG ( $ 0 EL=FF GRADE BEAM TRANSITION SCALE. 3/4"=1 16 - 1__F AT 12' 0.0. POGGEMEYER DESIGN GROUP nrvnie I TT TURTI VT.T0 TATL,TDQ NORTHWEST DIVISION 3/4' BASE a N (4) 3/4'0 A307- A. BOLTS (EMBED 12" 1 1/2' 1 /2' BASE PL DETAIL 16 AT 12 C.C. POOL STAB MISCELLANEOUS DETAILS FAMILY FUN CENTER COMFORT SUITES HOTEL PILES DETAIL 1 r /59 -.011111 Nor. EY-0" POOL PILE CAP SECTION SCALE 3/4 1 0* JOB NUMBER DESIGNED BY JLH DRAWN BY 'IC CHECKED BY pr, 2 ( 1 SECTION A 00095 crnr. • 7 2001 PERMIT CENTER SHEET NuMBER ••-■ ELLIOTT BAY SEA TTLE CERTIFICATIONS AND AS -BU1L T PLANS NOR VICINITY MAP NO SCALE SEA -TAC INT'L AIRPORT Row PROJECT SITE 1. UPON COMPLETION OF CONSTRUCTION UNDER THIS PERMIT, THE CONTRACTOR SHALL PROVIDE THE CITY OF TUKWILA WITH CERTIFICATION FROM A PROFESSIONAL ENGINEER, REGISTERED IN THE STATE OF WASHINGTON, STATING THAT THE EARTHWORK ON THIS PROJECT WAS PERFORMED IN ACCORDANCE WITH ALL RECOMMENDATIONS AS DESCRIBED IN ALL GEOTECHNICAL REPORTS AND GEOTECHNICAL FIELD OBSERVATIONS. 2. UPON COMPLETION OF THE ON -SITE AND STORMWATER BYPASS SYSTEMS THE CONTRACTOR SHALL PROVIDE THE CITY OF TUKWWLA AND THE OWNER WITH AS -BUILT PLANS PREPARED AND SEALED BY A STATE OF WASHINGTON REGISTERED PROFESSIONAL LAND SURVEYOR FOR THE DETENTION FACILITIES AND CONTROL STRUCTURES. GENERAL NOTES I. ALL WORK AND MATERIALS SHALL CONFORM TO THE 'CITY OF TUKWILA DEVELOPMENT DEVELOPMENT DESIGN AND CONSTRUCTION STANDARDS'. A COPY OF THIS DOCUMENT SHALL BE ON -STE DURING CONSTRUCTION. 2. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS ONLY. THE CONTRACTOR SHALL MAINTAIN A SET OF APPROVED PLANS AND PERMITS ON -SITE WHENEVER WORK IS IN PROGRESS. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE FEDERAL, STATE AND LOCAL SAFETY LAWS. 3. THE CONTRACTOR SHALL OBTAIN ALL PERMITS REQUIRED FOR WORK WITHIN THE PUBLIC RIGHT OF WAY. 4. PRIOR TO ANY CONSTRUCTION ACDVITY, THE CONTRACTOR SHALL SCHEDULE AND ATTEND A PRE - CONSTRUCTION CONFERENCE WTH THE CITY OF TUKWILA. THE CONTRACTOR SHALL NOTIFY THE OWNER'S PROFESSIONAL ENGINEERING CONSULTANT(S) OF THE PRECONSTRUCTION MEETING TIME AND LOCATION. 5. PINED SURFACES INCLUDING ROADWAYS SIDEWALKS, AND CURBS THAT ARE DAMAGED BY NEW CONSTRUCTION SHALL BE REPAIRED AS REQUIRED BY THE CITY OF TUKWILA INSPECTOR. 6. AT THE DISCRETION OF THE CITY ENGINEER, ANY SIGNIFICANT ERROR OR OMISSION IN THE APPROVED PLANS OR INFORMATION USED AS A BASIS FOR APPROVAL WILL CONSTITUTE GROUNDS FOR WITHDRAWAL OF ANY APPROVALS AND /OR STOPPAGE OF ANY OR ALL OF THE PERMIT WORK IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER TO SHOW CAUSE WHY SUCH WORK SHOULD CONTINUE AND MAKE SUCH CHANGES IN PLANS AS REQUIRED BY THE CITY. 7. THE CONTRACTOR SHALL NOTIFY THE TUKWILA FIRE DEPARTMENT TWENTY -FOUR (24) HOURS IN ADVANCE OF ALL WATER SERVICE INTERRUPTIONS HYDRANT SHUTOFFS, AND STREET CLOSURES OR OTHER ACCESS BLOCKAGE THE CONTRACTOR SHALL ALSO NOTIFY THE FIRE DEPARTMENT OF ALL NEW, RELOCATED, OR ELIMINATED HYDRANTS RESULTING FROM THIS WORK LL ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEYOR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON VWHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. 9. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATOR SERVICE (1-800-424-5555) AND MCI SURVEILLANCE OFFICE (1- 800 -MCI -WORK) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 10. THE CONTRACTOR SHALL ADJUST ALL EXISTING MANHOLE RIMS DRAINAGE STRUCTURE LIDS, VALVE BOXES AND UTIUTY ACCESS STRUCTURES TO FINISH GRADE WITHIN AREAS AFFECTED BY THE PROPOSED IMPROVEMENTS 11. UTIUTY SERVICE CONNECTIONS ARE TO BE MAINTAINED PRIVATELY AND NOT BY THE CITY OF TUKWILA. 12. ALL TRAFFIC CONTROL SHALL BE IN ACCORDANCE WIN THE TRAFFIC CONTROL MANUAL TRAFFIC CONTROL PLAN WILL BE REQUIRED PRIOR TO ISSUANCE OF PERMIT. 13. PROPOSED ELEVATIONS ARE APPROXIMATE CONTRACTOR SHALL FIELD VERIFY EXISTING GRADE AND SHALL COORDINATE FINAL ELEVATIONS NEW ASPHALT SHALL TRANSITION SMOOTHLY TO EXISTNG AND TOP OF CURB SHALL BE 6' ABOVE GUTTER. FIELD INSPECTIONS 1. IT IS THE CONTRACTOR'S RESPONSIBILITY 70 ARRANGE FOR INSPECTIONS 24 HOURS IN ADVANCE. THE CONTRACTOR SHALL SCHEDULE INSPECTIONS BY THE CITY INSPECTOR SUFFICIENT TO CONFIRM THAT ALL PORTIONS OF THE WORK ARE DONE IN ACCORDANCE WITH APPROVED PLANS AND SPECIFICATIONS INCLUDING: A. BEFORE BACKFILUNG, FOR COMPLIANCE WITH ALL CONSTRUCTION STANDARDS. B. AT COMPLETION OF SUBGRADE, FOR COMPACTION AND GRADE. C. AFTER PLACEMENT OF ROCK, FOR COMPACTION AND MATERIAL QUANTITY AND QUALITY. D. DURING AND AFTER PLACEMENT OF FLASHED COURSE FOR COMPACTION AND MATERIAL QUANTITY AND QUALITY. E AFTER PLACEMENT OF FORMS AND BEFORE POURING FOR LINE, GRADE AND COMPACTION. F. PRIOR TO PLACEMENT OF ANY MATERIAL WHICH WILL PRECLUDE FULL AND COMPLETE INSPECTION OF CONSTRUCTION TO BE BURIED OR COVERED. G. PRESSURE TESTING OF PIPE. WORK COVERED PRIOR TO INSPECTION SHALL BE UNCOVERED AT THE EXPENSE OF THE CONTRACTOR. 2. COMPACTION TESTS AND MATERIALS SAMPLING FOR THE PURPOSE OF DETERMINING COMPLIANCE WITH THE SPECIFICATIONS SHALL BE REQUIRED AT THE DISCRETION OF THE CITY INSPECTOR. ALL COSTS INCURRED FOR TESTING OR SAMPLING DONE AT THE REQUEST OF THE CITY INSPECTOR, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 3. DETERMINATION OF FIELD DENSITY OF COMPACTED EARTH SHALL BE PER ASTM 01557: 'MODIFIED PROCTOR' - FOR ALL PIPE BEDDING AND TRENCH BACKFILL UNDER PAVEMENT AND STRUCTURES `STANDARD PROCTOR' - FOR ROAD AND STRUCTURAL SUBGRADE AND STRUCTURAL BACKFILL 4. UPON COMPLETION OF ALL REQUIRED PROJECT ELEMENTS, THE PERMITTEE SHALL REQUEST A FINAL INSPECTION BY CONTACTING THE PUBLIC WORKS INSPECTOR. EROSION AND SEDIMENTATION CONTROL NOTES I. APPROVAL OF THIS EROSION AND SEDIMENT CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G., SIZE AND LOCATION OF ROADS PIPES, RESTRICTORS, CHANNELS, RETENTION FACUTIES, UTILITIES, ETC). 2. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACUTIES IS THE - RESPONSIBILITY OF THE APPLICANT /ESC SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED. 3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY A CONTINUOUS LENGTH OF SURVEY TAPE (OR FENCING, IF REQUIRED) PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING UNITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 4. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR IN CONJUNCTION WITH ALL CLEARING AND GRADING SO AS TO ENSURE THAT THE TRANSPORT OF SEDIMENT TO SURFACE WATERS DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES IS MINIMIZED. 5, THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED STE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SHE CONDITIONS (EG., ADDITIONAL SUMP PUMPS RELOCATION OF DITCHES AND SILT FENCES, ETC.). 6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPUCANT/ESC SUPERVISOR AND MAINTAINED TO ENSURE CONTINUED PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT OF WEEKLY REVIEWS OF THE ESC FACTURES DURING THE WET SEASON (OCT. 1 TO APRIL 30) AND OF MONTHLY RENEWS DURING THE DRY SEASON (MAY I TO SEPT. 30). 7. ANY AREAS OF EXPOSED SOBS; INCLUDING ROADWAY EMBANKMENTS THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON OR SEVEN DAYS DURING THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED 111TH THE APPROVED ESC METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.). 8. ANY AREA NEEDING ESC MEASURES NOT REOUIIBJG MEDIATE ATTENTION SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS. 9. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN FORTY -EIGHT (48) HOURS FOLLOWING A STORM EVENT. 10. AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. 11. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURAHON OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS MAYBE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 12. ANY PERMANENT FLOW CONTROL FACILITY USED AS A TEMPORARY SETRNG BASH SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE FACILITY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION SYSTEM, THE TEMPORARY FACILITY MUST BE GRADED SO THAT THE BOTTOM AND SINES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMAIILNT FACILITY. 13. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL S REQUIRED,, it SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 TO 3 INCHES 14. PRIOR TO THE BEGINNING OF THE WET SEASON (OCT. 1), ALL DISTURBED AREAS SHALL BE RENEWED TO IDENTIFY WHICH ONES CAN BE SEEDED N PREPARATION FOR THE VANIER RAINS DISTURBED AREAS SHALL BE SEEDED WITHIN ONE WEB. OF TIE BEGINNING OF THE WET SEASON. A SKETCH MAP OF THOSE - ' ; !I' t' SEEDED TO REMAIN UNCOVERED SHALL BE SUBMITTED TO . 'ECiOR + ` C TOR CAN REQUIRE SEEDING OF ADDITIONAL AREA IN OR ADJACENT PROPERTIES OR DRAINAGE FACILITIES 200 EX INDEX ELEVATION CONTOUR W/ 0 COTTONWOOD TREE IN IN P1 ■ - OHP - - TEL - EX RCP CLIP PVC LEGEND ELEVATION DENOTED INTERMEDIATE ELEVATION CONTOUR ASPHALT PAVEMENT ELECTRIC METER GAS METER GAS VALVE LUMINAIRE POWER VAULT STORM CATCH BASIN STORMWATER PIPE W /FLOW DIRECTION STONE ROCKERY OR ECOLOGY BLOCK WALL SIGN SANITARY SEWER MANHOLE POWER JUNCTION BOX E- GUY WIRE -6- POWER/'JTUTY POLE TEMPORARY SITE BENCHMARK MONITORING YELL A FIRE HYDRANT • CONCRETE /STEEL BOLLARD • WATER VALVE ER WATER iETER ICI HOSE BIB - x - WIRE FENCE - o - CHAINUNK FENCE - G - LOCATOR PAINT -GAS W - LOCATOR PAINT -WATER P - LOCATOR PAINT -POWER SS- LOCATOR PAINT - SANITARY SEWER OVERHEAD POWER UNE OVERHEAD TELEPHONE LINE EXISTING REINFORCED CONCRETE PIPE CORRUGATED METAL PIPE POLYIANYL CHLORIDE PIPE INDEX OF DRAWINGS CI GENERAL NOTES AND SCHEDULES C2 SITE PLAN C3 GRADING AND DRAINAGE PLAN C3.2 GRADING DETAILS C4 WATER AND SEWER PLAN C5 EASEMENT PLAN C6 EROSION SEDIMENTATION CONTROL 0 20 40 80 SCALE 1' =40' These plans have been reviewed by the Public Q Works Department for conformance wIth current City standards. Acceptance is subject to errors a omissions which do not authorize violations of adopted standards or ordinances. The responsibility fcr the adequacy of the design rests totally with ttt ' Additions, deletions or revisions to these I drawings after this date will void this acceptanos and will require a res bmi tal of revised drawings for subsequent approval Final accept= h subject to Reid impectloa by the Public Works oaths imam Dow e. -l.vud flans apptznveiD Shut LI p cod (De, tta.a 5 pa,/ p✓+ Co' "® t .S a titrelMA T. Jr s L� I EXPIRES OCTOBER 24, 20021 a F CO zz tit 00 v 0 3 c tia ec )- v u C< 0 0 0 CO 0 C) ) J V03 7 [nv;j4 7f _OD Vd11-10 _ f3 E --- ? ?1\417 - # D01-091 DI 0 0 XI 0 0 0 CO CM N TUKWILA, WASHINGTON 98188 SITE PLAN FAMILY FUN CENTER go a \j c") \ \\\ \\ \ ' l ,k3;51,„:;,-,,,,,,;;, ,f .: 2„;.1-E.: 5 . -1:=4. ! .,7:::,,":.,7,:'-'5--„fr]:".f.....;f,.:.;iii:::,,,,:,,,,,,I,, ..t0',;.,3,,,oz -- ''-• ::::::::::::::."::::--2::::::,:- .... 2 .....m.„....„ :::::::::,--7-: --- ; .: : :;:.. ,,,,,,,-,,,,,,-:, I ,:_ • - -- --,,,c.,::7,5,,, POGGEMEYER DESIGN GROUP NORTHWEST DIVISION CONSULTING ENGINEERS 512 6TH STREET SOUTH, SUITE 202 KIRKLAND, WASHINGTON 98033 (425) 827-995 05/16/01 06/27/01 DATE RECISION A\ CITY REVIEW COMMENTS /2\ CITY REVIEW COMMENTS" " ANY INFORMATION OR DATA ON TACT DRAWING M NOT INTENDED TO BE SUITABLE FOR REUSE SY ANY PERSON, FIRM, CORPORATION, OR ANY OTHERS ON EXTENSIONS OF THIS PROJECT OR FOR ANY USE ON ANY OTHER PROJECT, ANY REUSE WITHOUT WRITTEN VERIFICATION AND ADAPTATION SY THE ENGINEER FOR THE SPECIFIC PURPOSE INTENDED WILL DE AT THE USER'S SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURE TO THE ENGINEER, STRUCTURE FINAL RIM IE -I■ 1E-OUT COMMENTS EXISTING CB #21 25.20 22.20 EXISTING CB 822 24.73 21.99 21.99 ADJUST GRATE TO GRADE EXISTING CB 823 24.80 21.63 21.63 ADJJST GRATE TO GRADE EXISTING CB 824 24.50 21.31 21.31 ADJJST GRATE TO GRADE EXISTING CB 825 24.82 20.12 20.12 NEW CB 825A 24.00 20.57 20.57 INSTALL NEW TYPE II CB NEW CB 8258 23.50 19.66 19.66 INSTALL NEW TYPE II CB NEW CB 125C 24.50 20.40 20.40 EXISTING CB 832 24.55 20.99 20.99 EXISTING CB 833 24.00 19.97 19.95 EXISTING CB 834 23.85 19.73 19.73 EXISTING CB 835 24.52 19.25 19.16 ▪ NUMBER 00095C FG 29.41 2 1 ; 1? EG 4 4,6 p G 29:90 us�m� BC 25.75 _�► GDt STPUeTIav LIMl s :111:111:1 mammal �i ; L FF 26.50 //;',/://- /- / 1 /' ; z/7, . i Yi/V/ - 3 - 30.011 - 50.00'_ 59_00' - - 6 550 1 6 . 0.7 i Q0.0� X163600_ =_µ§T M1lYQ Nf 7OOUO _N6t00.0Q'f = 20 _--- , _y0. R \ ON ' °�� �i" 4 jIaui I G OWER VAULT- At. R1 -1 SIOP 30 z 9• - h 20' LT 10 +20 . "' 1r J ._._ POLE 7' MOJJ HEIGHT �'. - GREEN RIVER END OF SIDEWALK CURB RAMP TOE OF SLOPE S8P24. W zc: 10 6.02 70.0 0• -- - H - 500 �E 700 FLOODlRpT2L9' - 'N 3 1 T11Fi0_ X00 ' 500 YEAR FLOOD L9Ri 22 0 • O BC 2E00 LEGEND ❑ COSTING CATCH BASIN ■ NEW CATCH BASIN - -GB -- GRADE BREAK TC TOP CURB BC BOTTOM CURB FG FLNIGI GRADE FF FINISH FLOOR ELEVATION �- TIGITLINE ROOF DRAINS O c � 74- MC t STRUCITGN LIMITS STRUCTURE SCHEDULE N�73 sao0 ' _ �N74 0000E 5. 00 514G "'-- �` r N552 N \ \ • l �� • PARCEL 3 10 20 SCALE r=20' EXPIRES OCTOBER 24, 20021 +4Z SUPER E - -4Z SUPER SUPER ELEVATION DIAGRAM 2Z SITE WEST D/W 2%97E EAST D/W DRIVEWAY PROFILE SCALE 1' =5' SCALE I' =2Q' 3 1� 15' 4% 411 L rn DRIVEWAY TYPICAL CROSS SECTION 3 (STATION 10 +58 TO 11 +05 SHOWN) SCALE I ' = 5Q' c7f IMSPECRON REWIRED BEFORE FENCING CONCRETE AT LEAST 24 HOUR NOTICE MUST BE ONEN 10 TDK1Wl/. PUBLIC WORKS FOR INSPECTION. CONCRETE SHALL BE CUSS B OR BETTER THAN 5 1/2 SACK. 3000 PSL 3. ALL DRIVEWAY APRONS SHALL BE A MIN. 6" TRIM 4. AJl WORK SHALL BE PERFORMED IN ACCORDANCE WOE APNA/WSOOT PLANS AND SPECIFICATIONS OR AS gRECTEO BY TN1E CITY OF KWIL0. REMOVAL OF TA G CONCRETE CURB. GUTTER OR SNF]Va1 SHALL BE TO THE NEKT EKPANSKNN JOINT; SCORE JgNiS MUST BE SAW CUT AND REPLACED WITH EJ(PANSON JOM. fi DRIVEWAYS WT01 HIGH VOLUME (AS NOTED BY COY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 7. TURNING RESTRICTIONS MAY BE APPLIED BY THE CITY ENGINEER City of Tukwila COMMERCIAL DRIVEWAY DATE: 11 /15/96 RS -9 15' 5' CONCRETE 2 SIDEWALLIC ROUNDING ! f 2% 1 I I 3 - �1 I EXPIRES OCTOBER 24, 20021 i SHEET NUMBER /A. A W N .1.1, ! T/f R A m tv i R f s _ A A ' ' ' c' i t IP : AR tit . - Sk. > ) 1 3‘. l ) , P • PERMIT # D01-091 WATER AND SEWER PLAN FAMILY FUN CENTER TUKWILA, WASHINGTON 98188 J� ° ► POGGEMEYER DESIGN GROUP NORTHWEST DIVISION CONSULTING ENGINEERS 512 6TH STREET SOUTH, SUITE 202 KIRKLAND, WASHINGTON 96033 (425) 627 -5995 ► ► ° ° ► ANY INFORMATION OR DATA ON THIS DRAPING IS NOT INTENDED TO BE SUITABLE FOR R NY ANY PERSON FIRM, CORPORATION, OR ANY OTHERS QN EXTENSIONS OF THIS PROJEf FOR ANY USE ON ANY OTHER PROJECT, ANY REUSE WITHOUT WRITTEN VERIFICATION USER'S SOLE E RISK AND WTHOU TLIAB LIABILITY LEGAL EXPOS INTENDED WILL Et DRIVEWAY EASEMENT IN FAVOR OF SEGMENT PARCEL A 1, 3 B 1, 2 PSP&L TRANSMISSION EASEMENT \ \ RECORDING NO. 9012211358 7 - PSP&L / EASEMENT RECORDING NOS. ,/ 6564888 & 6564889 • C 1 / APPROXIMATE LOCATION 20' WOE RECREATIONAL/ RIVERBANK/DIKE TRAIL EASEMENT 100 YEAR FLOOD LIMIT 21.9' GREEN RIVER 65 00' 5" °. ---— --- ---:— 100 YEAR ROOD LIMIT 21.9' -- 500 YEAR FLOOD LIMIT 22.0' - .c.00 _ _Lc HIGH VOLTAGE _ _ 41f443H TRANSMISSION TOWER \ WATER ONSTRUCTI,ON LIMITS EASEMENT APPR0X1VA TE L pF POWER STORM SEWER EASEMENTS / - / \ // P(OH) N3314'151'1 25.64' UCTION LIMITS APPROXIMATE LOCATION 20' WIDE RECREATIONAL/ RIVERBANK/DIKE TRAIL .... 44 2 7 :_g_ozawr....1.7 , 7,-.§9,00 , -,-- 7-.27 RQsj 4551 ( \ \ \\ OH) " / APPROXIMATE LOCATION VACATED NELSON PLACE (CHAS. MONSTER ROAD NO. 2) (STEELE HILL ROAD) N4658 I 41 APPROXIMATE LOCATION OF POWER LINES P(OH) APPROXIMATE LOCATION VACATED 2. 153RD ST. (RENTON JUNCTION ROAD #673) 4BOND-IS-SUE-ROAD_NO._10)_ 1139 • S66'58'45'W fififille• 0 20 40 00 SCALE 1 PARCEL 3 POWER EASEMENT 462.07' 8.. WATER 1, ASEMENT 1 P(OH) (STEEL HILL RD) EXPIRES OCTOBER 24, 2002] II JOB NUMBER 00095C DESIGNED BY TM DRAWN BY EMC CHECKED BY DATE SHEET NUMBER RB 4-12-2001 w/ -- I s — j� PARCEL 1 CB 7 RIM i= 27.57 / \ 2 EXIST. CB RIM 23.85 PARCEL 2 60' LOW IMPACT ENVIRONMENT LIMIT 200' BLDG SET —BACK LMT INLET PROTECTION TYPICAL I CB NOTES: 1. DEBRIS AND ANY EXCESS MATE S SHALL B IEPOSED OF IN AN APPROVED WASTE SITE. CON 'AC SHALL OBTAIN ANY REQUIRED PERMITS PR Io' • RT a WORK. L HORIZONTAL DATUM (NAD 83/91) VERTICAL. DATUM (NADD 1988) G i i 1 CO NSTRUCTION LIMITS ENVIRONMENT LIMIT _ -- CONSTRUCTIO LIMITS CONSTRUCTION OMITS;: 65.00' R 77:YEAR M IT— BD.QO 1s20 -- IT LIL11r 22 S'i 1 ij(ejwGH VOL TAGE -- � OXWATE FLOOD PLANE — r !�� NSIALL STRAW -- "�'✓ ��' ��_ _ �� -,— 40' HIGH IMPACT ENVIRONMENT LIMIT ��,� ONSTRU* ON LIMITS "E 5.90' TOE OF FILL SLOPE CONSTRUCTION ENTRANCE TO BE FIELD LOCATED EXIST. CB /24 RIM 24.50 "E 149.44♦ N48' ; '55"W DESIGNED BY TM DRAWN BY JG CHECKED BY RB 6 -2T 2651 BER 00095C \ ',.\ 22 - - - -� \ O O TEL..MC G O FAMILY FUN CENTER LEGEND A' .t' •T' . STRAW BALES NLET PROTECTION CONSTRUCTION ENTRANCE CONSTRUCTION LIMITS CONSTRUCTION LIMITS ❑ DOSING CATCH BASIN • NEW CATCH BASIN - -GB -- GRADE BREAK TC TOP CURB BC BOTTOM CURB FG FINISH GRADE FF FINISH FLOOR ELEVATION EXISTING TOPO PROPOSED TOPO LIMITS OF FILL EXPECTED CONSTRUCTION DATES: START JULY t, 2001 TEMPORARY STABILIZATION COMPLETE PARKING LOT SEPTEMBER 15, 2001 PERMANENT STABILAZA TION BASIC LANDSCAPING COMPLETE OCTOBER 31, 2001 • SCALE: 1' =40' 0 20 40 80 JOB SHEET NUMBER I _u� ^f ' EXISTING SIDEWALK TR SFORMER PAD PAD EL = 23.38- 29.52 29.99 6 EXIST LUMINAIRE 31.00 31 EXISTING SIDEWALK 40' 7 = 8856'40' R = 103.00" L = 159.89' TELEPHONE JUNCTION BOX WATER BLOW OFF FUN CENTER wA Y 27.64�� \ / S6 '48'08'E - 28.50 • � TURN BACK LINE 0 10 20 40 SCALE: 1' =20' CB # 25B APP 0X. RIM 27.50 28.35 728.35 ^3` 28.88 28.35- 2&59 NCR „-28.12 CB 5A o x. \ RIM 28.00 HCR \ % 9, i ▪ UGHT POLE �5R /05 E 1 -\ 0° ■ REMO ... STING \ \ RE TAININ Ail \ 30.60 S� TOE OF SLOE 2 RO \ 3 \ O `, `Lk� Q.� 1 \ a42 4\11 /1/ EXISTING ACK PLAN AT ENTRANCE OFF OF FUN CENTER WAY 5 DOSING 25.17 4l EAST CB WALL = 85 0T4r 42.50' 63146' PROPOSED LINTS OF DEMOLITION SIDEWALK NOTE 2 RELOCATE 4FT KEYSTONE WALL APPROK. LOCATION NOT BY PDG ADJUST EXISTING WATER VALVE DEMO EXISTING RACE TRACK REVISION Nu, 3 35 30 25 20 40' VC PR To SITE OPOSED ACCESS / PROFILE GRADE AT CENTERLINE 1 -2.33% CHAIN LINK FENCE VERIFY W/PSE PRIOR TO CONST- EXIST. POE X27 ELEC. VAULT N0 TES: 1 +00 1+20 1 +4 0 W K ONE NOT BY PDG TOTAL FILL VOLUME (COMPACTED IN PLACE) = 2000 CY O n M M 1 +60 1 +80 34' ROADWAY 17 SECTION AT STA - 1 +85.00 DRIVEWAY FILL SHALL BE FREE DRAINING GRANULAR BACKFiLL COMPACTED TO 95% OF MAXIMUM DRY DENSITY PER ASTM D:1557. REINSTALL, AT CURRENT LOCATION AND DEPTH AND USING MATCHING MATERIALS, STREET LIGHTING CONDUIT ALONG FUN CENTER WAY 11-1AT IS DISTURBED BY CONSTRUCTION. ENTRY DRIVE PROFILE EASEMENT MOTH VARIES SEEI 1. REFER TO RS -9 COMMERCIAL DRIVEWAY DETAIL PER CITY OF TUKV4L4. 2. REFER TO RS -11 SIDEWALK DETAIL PER CITY OF TUKWILA. 3. REFER TO RS -12 CURB RAMP DETAIL PER CITY OF TUKWILA. 4. EXIST PSE TRANSFORMER PAD EL = 24.27' 5. EQUALIZER PIPE FOR PROTECTION OF TRANSFORMER PADS, IE 23.35, SLOPE 0.0% 2 + 00 COMPACTED SUB GRADE M 2 +20 1 e " - D 0 0 SCALE 1 = 5' V SCALE 1 = 20' H REFER TO RS-1 TYPICAL ROADWAY SECTION PER CITY OF TUKWLA 2 +40 m` n rn ro 2 +60 2 +80 3+00 5' CONCRETE SIDEWALK SECTION A -A DRIVEWAY TYPICAL CROSS SECTION o 35 W o W 3 I ? SCALE 1 = 5' F CO 30 25 20 6,2.1 0,t6peC4 -toys of baeji.ik_ re h.Ft uct "ik-+red-. bee. puc�t,(iatil --1ul Mum) TWA A540 tioutek Ea444, dbstin t (A4. Wed April i0 These plans have heel reviewed by the Public Works Department for conformance with current City standard:" Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances, The responsibility Ter the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will requite a resubmittal of revised drawings for subsequent approval Final acceptance is sehteet to the ?2bhc Works utilities ins re by Due; 8y ECEIVED CITY R OF TLIKWILA APR 18 2002 PERMIT CENTER Do..oc I EXPIRES OCTOBER 24, 2002 6 Cst JOB NU TUKWILA BUILDING DIVISION N Co CO WOo I 0) 0 z (f) O w O E z � Z co In O L� < O F- BER 00095 SHEET NUMBER C12 RE AID DSCAPE PLAN LANDSCAPE PLAN DESIGNED BY JOHN HUISH OF FAMILY FUN CENTERS INC. 1" = 20' -0" SHADE TREES Ono P. Synate SMALL DICIDUOUS TREES ® rao Ka..Dap a w1112., �o�a.rs �w aae 1. yn.. opvw ...am aw.w .o-=mwa.w.a CONIFEROUS TREES AND SHRUBS LANDSCAPE LEGEND Wm.' Mk. and Waft.... Bag SAM &SS .m 34 fw. Ad and tuft . e.... BaB SYMBOL BOTANICAL. NAME COMMON NAME SIZE &CONDITION LARGE SHRUBS • SMALL SHRUBS © ,ayu..a,..ids GROUND COVER =. .4= Hine maw/ + B.ew MEAN HIGH WATER C MARK (EL =18.0 ±) 40' HIGH IMPACT ENVIRONMENT LIMIT 200' BUILDING SET —BACK LIMIT 60' LOW IMPACT ENVIRONMENT LIMIT .p,..A ea ..I tag esewea..e.y. w �.Y/..ea •w..t ea w e.y eaB rt. eo mt ma m.ea. w and mny eae 1 one. CORRECTION A - I I . -1------ (==> ,F'' / \ , 1 \ \ ... / >CI _1 1-... / ›. I X (\ / I '.1 1--- / >,(- I' i'' '''' ;<‘ 3 , \ ) I . , I I I , / \ i .i ,1 1 - --- / I I 1 1 \ I ‘ I Ii - ,..,..... ,›- __- - -, - ., , , ...,, I__... \AL IRRIGATION PLAN IRRIGATION PLAN DESIGNED BY JOHN HUISH OF FAMILY FUN CENTERS INC. 1 " = VALVE NUMBER VALVE SIZE CONTROL VALVE CONTROLLER - - - MAINLINE LATERALS RAINBIRD SHRUB/LAWN HEAD GENERAL NOTES: 1. BACK FLOW PREVENTOR TO BE FEBCO 805Y (1-1/2) 2. CONTROLLER TO BE RAINBIRD ESP -24MC 24 STATION CONTROLLER WALL MOUNT IN BUILDING. 3. CONTROL VALVE TO BE RAINBIRD 100-150 PEB. INSTALL PER DETAIL 4. ALL SHRUB/LAWN HEADS TO BE RAINBIRD 180X (1 804-LAWN, 1806-SHRUB) 30 PSI ADJUST RADIUS AS REQUIRED. INSTALL PER DETAIL 5. ALL STRIP SPRAY HEADS TO BE RAINBIRD 180X 15EST. 15SST, 30 PSI ADJUST RADIUS AS REQUIRED, INSTALL PER DETAIL 6. ALL LINES TO BE PVC SCHEDULE 40, SIZE AS PER PLANC I:/ TLIA.. SD. 4J ELLS 44" • 04•• 504 SO NIPPLE (.2,; 111FiEx STREET ELLS PPLE Sd 4OT14THw ttARLE/ STREET EL ELL 0 - SON EO 1.001 PTO TEE or ELL 0.000 P.0 LATERAL wbT APIPP ps Fp..-.ITIGnions NOTES TBTGR R,v OAP R/!ER= FOR PRESSURE TESTNG 3 SEAL ALL JOINTS FREFLON TAPE ON MALE THREADS ONLY 3 DO NOT OVERIG.EN GA, [e 6 100179. ALL TREADED PK PIPS SHALL BE SON 90 . ALL PK FITTINGS OJ+ALL BE 904 +o 5. NO CLOSE NIPPLES PER'•TIED. Au. FoTPyb.M PIPE SANE Ob A5 IP.S FEMALE c40VECTIO4 Or 9pRNCLER NEAR T. nOTALL SO PIPING NLL NOT CONTACT LATERAL. ELEVATION A 0 SHRUB /LAWN HEAD not to stole ISh RP/04..0E '9IE1I —fit OEDC CARER P/C SUt 130 NIPPLE , nks. Lfi+GTr. FvO rTaPa \ PVC R. , L L .NO STREET EL • L . ELEVATIONN PLAN .VIETEK S-T.4^ POLT[RON VALVE BOY TOP SECTION wca.vE Eu9-..G AE REOARED : - -' vNW'PLE LON N A9 REORMED ._. GALv STREET ELL R.I• 564 SO SNORT NIPP .ND f.v; TEE or ELL al. 15.8NnG AS REOAREO O QUICK COUPLER VALVE not to scale STREET EL. - MANUAL DRAIN no to scale LOCK,. CAP PROTECR.L SLEE.E awc �Pr7. ✓ =LET P.c Pmt T..EADED x ENO O D `Nom 3a.0. DRAM RDDC SAY. ,.A eoLO�EauLa�.wNe ALL P.£ M RnNGS t0 EE SE Ou. N IP1 T£twLE [:W.EC.Pi C/ AF OPnN v4vE JUMBO -SIZED PLASTIC VALVE BOX. INSTALL FLUSH N.FINSH GRADE' D OUBL E CHECK B F.N. v cF DRAIN 4+E BO/ I NSTALL RtL9.. ✓ FINSH GRADE FINISH GRA 5u5.4.40 PVC 5u5.4.40 MAINLINE NT COROL°man AND SPARE TAPE \ BDTT o= AINLME •TTP - P 9 x T4 ADP Vii I 11° a a IOW �Ip�;tFiraiI, ISM _ T• it 1 - °5FPPORT ,.ALr£ BO . a • BmCC9 -:TP - P,C ONION xa EO NI I PPLE9 !90 ENO3 INSTALL 3" DEPTH MN. OF 3/4 DRAIN ROCK N BOTTOM OF ' /ALVE BOX. NOM FRONDS VALVE BO/ EYTENBKN9 A5 IEUI ORED O REMOTE CONTROL VALVE not to scale IJId..11., 5113.. \ ' .1.! ?. U t.. i i ' .:,..,, I. i1 1 i =l, -.=i - lil =l uhAir \ �:i1. UNIpN -TYP. L r it 11^ arr METERED STU= not to scale MANUAL DRAIN VAL vE w/ VALVE BOX EXTENSIONS AS REO'D II" • Il" VALVE BOX, INS - TALL FLUSH W/ FINISH GRADE SHUT OFF VALVE UNION -TYP. POINT OF CONNECTION � � oq� - AJipTATIG £ J CNTROL v.L. CONTROL mR=_ U B COILED IN O, I° QUICK COUPLER 6CIGFLOW FiVENTER / / \ :id": PORVALVE BOX WITH (4! BRICKS. TYR `.'\ L_ PRESSURE - REDUCING ROCK SUMP NOTE- ALVE (I eUrOan an 1 ! PROVIDE ONE QUICK COUPLER AT P.O.C. AND EL5E104ERE A5 5H(.LLN ON PLAN_ 2 INSi P051TIVE DRAINAGE FROM PDC COMPONENTS PRA /IDS DAYLIGHT STRAINER CRAIN AS NECESSGRY. r' Utl 3 PROVIDE SIZE F mIMITIT - OF VAL'/E BOXES AS NEOESSG TO ACCOMMODATE ALL COMPONENTS. ADDITIONAL STUDS REQUIRED TYPE QTY. PLAN MEW 14 -0" CAPACITf 9' -0" CAPACITY 6' -6" CAPACITY 2x4 STUDS 2x6 STUDS 3x4 STUDS 2x4 w/ 4x4s 2x4 STUDS 2x6 STUDS 3x4 STUDS 2x4 w/ 4x4s BRIDGE STUDS 2x4s ONLY 2x6s SINGLE CAPACITY: 795# 2,698# 1,3441t 2,031# 1,821# 3341# 3,161# 4,747# 2,126# 3,341# A 0 Imo+ 2386# 8,695# 2,688# 2,386# 5,464# 10,024# 6,323# 5,464# B 1 ®+ 3,182# 11,594# 4,031# 4,417# 7,286# 13,365# 9,484# 10,211# C 2 Ki=gii 3 977# 14,492# 5,375# 6,448# 9,107# 16,706# 12,645# 14,959# 4,253# 6,683# D 3 kg=a3 4,773# 17,390# 6,719# 8479# 10,928# 20,048# 15,807# 19,706# E 4 ElitINI 5,568# 20,289# 8,063# 10,510# 12,750# 23,389# 18,968# 24,453# 8,505# 13,365# F 5 MEM 6,363# 23,187# 9,40611 12541# 14,571# 26,730# 22,129# 29,201# G 6 MEM 7,159# 28086# 10,750# 14572# 18393# 30,071# 25,291# 33,948# 12758# 20,048# H 7 OHM 7,954# 28,984# 12,094# 16,603# 18214# 33,413# 28,452# 38,696# .A 71. fic 10" MAX O.C. (TYP) ANCHOR BOLT LOCATION ZONE (TYP) ffl 16" O.C. (TYP) f 7 "MIN 16" O.C. (TYP) 11" MAX Py ° D W o W' OF � ti I EXPIRES :12 -17 -20031 D MEC4) 2 1. ALL THREADED RODS SHALL BE ASTM A36 AND BE RATED FOR MINIMUM TENSILE STRENGTH OF 60,000 PSI. HIGH STRENGTH (HS) RODS SHALL BE ASTM A449 OR A193 -B7 RATED FOR MINIMUM 120,000 PSI. ALL THREADED RODS ARE UNIFORM NATIONAL COURSE (LING) THREADED. 2. PROJECTS THAT HAVE BOTH STANDARD AND HIGH STRENGTH (HS) RODS, STANDARD RODS ARE ZINC PLATED, HIGH STRENGTH (HS) RODS ARE BLACK STEEL. PROJECTS WITH STANDARD STRENGTH RODS ONLY WILL BE ALL BLACK STEEL. 3. COUPLING NUT CONNECTION: CONTRACTOR SHALL BE RESPONSIBLE TO VERIFY THAT AT CONNECTIONS WITH THE SAME SIZE ROD THAT EACH ROD IS THREADED HALF WAY INTO COUPLER FROM EACH SIDE. HIGH STRENGTH (HS) COUPLERS SHALL BE USED WITH HIGH STRENGTH (HS) RODS UNLESS NOTED OTHERWISE. 4. ALL BEARING PLATES ARE FABRICATED FROM ASTM A36 STEEL. 5. COLORS REFERENCED ON THIS DRAWING ARE PROVIDED FOR CONVENIENCE TO THE INSTALLER AND FOR INSPECTION PURPOSES. 6. SILICONE OR CAULKING SHALL NOT BE PLACED INTO THE IMPASSE DEVICE OR ANY DRILLED HOLE FOR RODS AT ANY TIME. CONTRACTOR SHALL USE FIRE RATED ROCKWOOL OR NON- HARDENING FIRESTOP. (PROVIDED BY OTHERS). 7. ANCHOR BOLTS ARE SPECIFIED BY INQUEST ENGINEERING TO CONFORM TO THE LOADS REQUIRED ON THE STRUCTURAL PLANS. CONTRACTOR SHALL BE RESPONSIBLE TO VERIFY AND COORDINATE SCHEDULED ANCHOR BOLTS WITH THESE ASSEMBLIES. 8. HOLDOWN RUN ELEVATION VIEWS ARE DIAGRAMS AND MAY NOT DEPICT THE CORRECT NUMBER OF COLLECTOR STUDS REQUIRED. REFER TO COLLECTOR STUD PLAN DIAGRAMS FOR REQUIRED AMOUNT OF ADDITIONAL STUDS DEPENDING ON SHEAR WALL FRAMING TYPE. ADDITIONAL COMPRESSION STUDS OR POSTS MAY BE REQUIRED BY THE STRUCTURAL PLANS FOR DEAD AND LIVE LOADS. WOOD FRAMING NOTES: 9. ALL WOOD FRAMING IS BY OTHERS. 10. REFER TO THE COLLECTOR STUD SCHEDULE FOR WOOD STUD AND FLOOR PLATE MATERIALS USED IN LOAD CALCULATION ASSUMPTIONS. THE MATERIALS SHALL MATCH STRUCTURAL DRAWING REQUIREMENTS UNLESS NOTED OTHERWISE. 11. PANEL NAILING FOR FULL HEIGHT COLLECTOR STUDS: FULL HEIGHT COLLECTOR STUDS SHALL RECEIVE PANEL NAILING PER FIELD SPACING REQUIREMENTS FROM THE SHEAR WALL SCHEDULES UNLESS NOTED OTHERWISE. PANEL NAILING SHALL BE NO CLOSER THAN 3" MIN. ON 2x MEMBERS. 12. TRIMMER STUDS UNDER THE COMPRESSION BRIDGE SHALL BE 2x MEMBERS ONLY UNLESS NOTED OTHERWISE. 13. PANEL NAILING FOR TRIMMER STUDS: ALL TRIMMER STUDS UNDER THE EARTHBOUND SYSTEM COMPRESSION BRIDGE SHALL RECEIVE PANEL NAILING PER EDGE SPACING REQUIREMENTS. EDGE NAILING SHALL BE NO CLOSER THAN 3" MIN. ON 2x MEMBERS. GENERAL NOTES END OF WALL END OF WALL 8 1/2" DETAIL SCALE NONE 8 1 /2" DETAIL SCALE: NONE COLLECTOR STUD DIAGRAM KEY STUD HEIGHT REQ'r FRAMING TYPE (TYP) WOOD LEVEL REFERENCE STUD REVD COLLECTOR STUDS CAPALI ri TAB. NO. OF EXTRA STUD APPROX ROD LOCATION REQUIRED, SEE NOTE 1. 1. " (ASTERISK) INDICATES 1/2 HEIGHT STUD (UNLESS NOTED OTHERWISE) FOR COMPRESSION BRIDGE. 2. COLLECTOR STUDS SHOWN ARE THE MINIMUM REQUIREMENT TO EQUAL THE UPLIFT TENSION FORCES CALLED OUT BY THE STRUCTURAL DWGS ADDITIONAL COMPRESSION STUDS OR POSTS MAY BE REQUIRED BY STRUCTURAL ENGINEER OF RECORD. APPLIES TO ALL HOEDOWN RUNS 4x0 T ROD LOCATION POSTING REQUIREMENT FOR 11,000 LBS FOR 2X4 OR 3X4 WALLS ONLY. 4x8 j 4x1 2 L ROD LOCATION POSTING REQUIREMENT FOR 21,000 LBS (14' -0 ") FOR 2X4 OR 3X4 WALLS ONLY. COMPONENT SELECTION SCHEDULES TENSION LOAD 2.950 LBS 5,240 LBS 8,180 LBS R5 5/8" DIA. 11,780 LBS 16,040 LBS 20,940 LBS 23,560 LBS 32,070 LBS 41.890 LBS 53,000 LBS ROD ROD SIZE SIZE (INCHES) ROD REMARKS R3 3/8" DIA. ASTM A 36 R4 1/2" DIA. ASTM A 36 ASTM A 36 R6 3/4" DIA. ASTM A 36 R7 7/8" DIA. ASTM A 36 R8 1 DIA. R6HS 3/4" DIA. R7HS RBHS R9HS ASTM A 36 IMPASSE DEVICE (6) SIZE IMP 13. 23 IMP 14, 24 IMP 15, 25 IMP 16, 26 IMP 17, 27 IMP 18, 28 7/8" DIA. 1" DIA. 11/8" DIA. ASTM A 449, A 193 -B7 ASTM A 449, A 193 -B7 IMP 16, 26 DIFFERENTIAL LOAD PLATE SIZE 3 1/4 3 1/4 / 5 6 9 8,000 LBS 10,000 LBS 12,000 LBS 14,000 LBS 18,000 LBS P8 P10 P12 P14 P18 COLOR PLATE DIMENSIONS (INCHES) CODE WIDTH LENGTH TH■CX. BLACK BLUE GRAY RED YELLOW 3 1/4 5 1/4 3/8 5/8 3/4 1 NOTES: 1. TENSION LOAD WAS CALCULATED FROM THE FOLLOWING EQUATION: Load - ((60.000 psi • Major Rod Area) / (F. Safety.3)] • 1.33 UBC Cd Factor High sirencth rod tension loads calculated simAar with 120,000 psi. 2. STANDARD S RENGTH ROD / ASTM A36: F'u = 60,000 PSI. 3. HIGH STRENGTH ROD / ASTM A449: P'u = 120,000 PSL 4. PLATE STEEL SHALL BE ASTM A36: F'u = 60,000 PSI. BEARING PLATE FLOOR CONNECTION SHALL NOT EXCEED 12,000 LBS UNLESS NOTED OTHERWISE. 5. SUBSTITUTIONS OF DESIGNATED BEARING PLATE SHALL NOT BE PERMITTED, OBTAIN WRITTEN APPROVAL FROM THE ENGINEER. 6. IMPASSE SELECTION NOTES: THE SIZES SHOWN ARE FOR ONE INCH TRAVEL, TWO INCH TRAVEL IS AVAILABLE IN ROD SIZES R3 THROUGH R8. SPECIFY IMP 2x SERIES (x = ROD SIZE). TWO INCH TRAVEL IMPASSE DEVICES (IMP 2x) SHALL BE REQUIRED ON FOURTH LEVEL (AND ABOVE) WOOD FRAME APPJCATIONS. DBSTING 16 "QC. PRAMING 2x DOUBLE ASSUME] TO BE DOUBLE ENDED. AND 4x WALLS ASS TO BE S1NGF DICED_ �n CONTRACTOR MAY SUBSTITUTE POSTING SIZES ONLY IF TOTAL BEARING AREA ON BOTTOM PLATE IS EQUAL- POSTS SHALL BE DOUG FIR. ALL POSTS SHALL RECEIVE TWO (2) STAGGERED ROWS OF EDGE NAILING PER SHEAR WALL SCHEDULES. THE IMPASSE DEVICE HAS A LOAD CAPACITY OF 21,000 LBS. THE IMPASSE DEVICE SHALL BE SPECIFIED TO HANDLE A COLLECTED UPLIFT DIFFERENTIAL LOAD MAXIMUM OF 12,000 lbs. BECAUSE OF CONSTRAINTS OF STANDARD WOOD FRAMING. NOTES: (TYPICAL ALL HOLDOWN RUNS.) 1. HOLDOWN RUN ELEVATION VIEWS ARE DIAGRAMS AND MAY NOT DEPICT THE CORRECT NUMBER OF COLLECTOR STUDS REQUIRED. REFER TO COLLECTOR STUD PLAN DIAGRAMS FOR REQUIRED AMOUNT OF ADDITIONAL STUDS DEPENDING ON SHEAR WALL FRAMING TYPE. ADDITIONAL COMPRESSION STUDS OR POSTS MAY BE REQUIRED BY THE STRUCTURAL PLANS FOR DEAD AND LIVE LOADS. 2. THIS DRAWING WILL BE REVIEWED BY THE ENGINEER OF RECORD. UPON APPROVAL THIS 1: DRAWING REPLACES THE HOLDOWN SYSTEM PER THE STRUCTURAL PLANS. 3. PROJECTS THAT HAVE BOTH STANDARD AND HIGH STRENGTH (HS) RODS, STANDARD RODS ARE ZINC PLATED, HIGH STRENGTH (HS) RODS ARE BLACK STEEL PROJECTS WITH STANDARD STRENGTH RODS ONLY WILL BE ALL BLACK STEEL OD . � i 0 SH SH -1 TYP fiic'f ALOE WS C a r C 66 R 6HS AB 1 S 0 A MOOD UPLIFT FLOOR TENSOR DIFFERENTIAL LEVEL LOADS LOADS COLLECTED DIFFEF E.NDAL LOAD LOCATIONS 5th 4th Ord 5.000 ; 10.000 # 2nd 21.000 ; 1st 21.000 ; 5.000 10.000 ; 5.000 ; I 11.000 ; 11.000 ; -- -- I MOUNT AT MID FLOOR (6' -6 MIN 2x WOLx4 == sEO® r2 G.E M STUDS SHALL BE 2x AB PET 3/4 "x 3 " SO. CHR. HT: 1 1/2 IMP 26 (GREEN) P 10 (BLUE) 4x6 6x6 BRIDGE R 6 R 6 C 66 IMP 16 (RED) P 12 (GRAY) C 66HS SOLID BLKG (TYP) B OHS C 66HS R 6HS C 66HS RWHS ABBREVIATIONS AB ANCHOR BOLT PER ROD COMPONENT SCHEDULE BLKG BLOCKING C COUPLER FND FOUNDATION HS HIGH STRENGTH IMP XY IMPASSE SYSTEM COMPONENT (X) = IMPASSE DEVICE SERIES TRAVEL 1 =1 INCH (RED), 2 =2 INCHES (GREEN) (Y) = ROD SIZE TAP JST JOIST MIN. MINIMUM O.C. ON CENTER P PLATE PG PERPENDICULAR TO GRAIN R ROD UNO UNLESS NOTED OTHERWISE SHOP DRAWING DISCLAIMER THESE SHOP DRAWINGS ILLUSTRATE THE DETAILS OF THE EARTHBOUND SEISMIC HOLDOWN SYSTEM. THEY WERE PREPARED IN CONFORMANCE WITH THE STRUCTURAL DESIGN PROVIDED TO INQUEST ENGINEERING ("INQUEST) BY THE PROJECT OWNER OR ITS REPRESENTATIVE. INQUEST TOOK NO PART IN THE PREPARATION OR REVIEW OF SAID STRUCTURAL DESIGN AND INQUEST DISCLAIMS ANY LIABILITY FOR IT. THE STAMP OR SEAL OF AN INQUEST EMPLOYEE OR AGENT ON THESE SHOP DRAWINGS PERTAINS ONLY TO THE TRANSFER OF THE FORCES REQUIRED BY THE ENGINEER OF RECORD ON THE STRUCTURAL DRAWINGS AND NOT TO THE ADEQUACY OF THE STRUCTURAL DESIGN. NO WARRANTY, EXPRESSED OR IMPLIED, AS TO THE ADEQUACY OF THE STRUCTURAL DESIGN IS MADE BY ANY SUCH STAMP OR SEAL B -sb WOOD FLOOR LEVEL 5th 4th 3rd DELFT lENSION LOADS 10.000 2nd 21.000 LOADS 5,000 ; 5,000 5.000 COLLECTED DIFFERENTIAL LOAD LOCATIONS 10,000 11.000 1.000 1'fi;^/1;C i LFY e,0 MOUNT AT MID FLOOR (6' -6" MIN '."1 70" WALLS x4 BRIDGE STUDS SHALL BE 2x MEMBERS ONLY. • nLLLLLL�I II !! I IbIiII IIIIi "Ii' 12" Rio STEEL BEAM IMP 16 (RED) (12) 4x6 6x6 BRI GE R 6 C 66 SOUD BLKG (TYP) R 6 C 66 IMP 16 (RED) (GRAY) R 6HS C 106HS WELD ROD TO STEEL BEAM PER REQUIREMENTS OF DETAIL 3 /SHEET 513 ALL WELDING PROVIDED BY OTHERS. B -cw WOO UPLIFT COLLECTED FLOOR TENSION DIFFERENTIAL DIFFERENTIAL LEVEL LOADS LOADS LOAD LOCATIONS 5th 4u 3rd 2nd 1st 5,000 10000 ; 21.000 # OW 5,000 5,000 11.000 # 10,000 11000 ; CONC. WALL AB R6HS 3/4 "x 3" SQ. AB PET: SEE NOTE BELOW. O a a SH EMBED ANCHOR PLATE 36" MIN TO TOP OF PLATE INSIDE CONC WAI I CONSTRUCTION NOTES THE IMPASSE DEVICE COMPONENTS INCLUDE: A. IMP NUT AND CYLINDER B. CONICAL SPRING C. NUT: AIL NUTS TO CONFORM TO ASTM A563 GRADE A FOR 60 KSI AND GRADE C FOR 120 KSI TENSILE STRENGTH THREADED RODS. D. WASHER: AS NEEDED ALL STEEL BEARING PLATES SHALL HAVE FULL BEARING CONTACT AREA ON WOOD MEMBERS BRIDGE SUPPORT STUDS AT THIS LEVEL ARE TO BE SYMMETRICALLY PLACED AS SHOWN ON THE ELEVATION DRAWINGS. • TYPICAL COMPRESSION BRIDGE ACROSS COLLECTOR STUDS. O COMPRESSION BRIDGE MEMBER SHALL BE DOUGLAS FIR, CONSTRUCTION GRADE WITH MINIMUM 800 PSI ALLOWABLE BENDING STRESS. TIMBERSTRAND 1.5LSL BEAM SUBSTITUTION IS ALLOWED. © EDGE NAILING: ALL BRIDGE SUPPORT STUDS SHALL HAVE PLYWOOD EDGE NAILING TO MATCH THE NAILING REQUIREMENTS OF THE SHEAR WALL SCHEDULE. NAIL SIZES ARE PER WALL SCHEDULE. Q7 JOIST BLOCKING: JOIST BLOCKS SHALL BE INSTALLED WITH WOOD GRAIN IN VERTICAL DIRECTION AND SIZED 1/8 INCH SHORTER HEIGHT THAN ACTUAL JOIST SPACE TO ALLOW FOR WOOD SHRINKAGE IN JOIST SPACE. FACE NAILING: IF ONLY TWO (2) TRIMMERS TOTAL ARE REQUIRED UNDER BRIDGE, THE TRIMMERS SHALL HAVE SUPPLEMENTAL FACE NAILING IN ADDITION TO THE NAILING REQUIREMENTS OF THE SHEAR WALL SCHEDULE. PROVIDE (2) NAILS ON 4"o.c._ USE SIZE 10d NAILS MINIMUM. HOLDOWN LOADS SHOWN ARE REFERENCED FROM THE HOLDOWN SYSTEM SCHEDULE SHOWN ON SHEET S13. THE EARTHBOUND SYSTEM IS DESIGNED TO MEET OR EXCEED THESE LOAD REQUIREMENTS. N r�na S' �= t ern oR IMV:13 s SH -1 MOUNT AT MID FLOOR (6' -6" MIN 2x WALLS x4 BR IDGE STUDS S HALL BE 2x MEMBE ONLY. B WAI I S 00 Ala 1 SH O ❑ 5 :con 3 MOUNT AT MID FLOOR (6" -6" MIN y aa> o 2 WA SB Na ii BRIDGE STUDS SHA BE 2x NFOABERS ONLLL Y. ®17i 6 �9 OD r3 ; 4 } AI i Rn- SH OEI 16a Mraral Oil ms:TO SH -i ISH -1 III! AII�'PI tl SH Irtn- AB Ro . 16 (GREEN) P 10 (BLUE) 406/6x6 BRIDGE R 6 C 66 R 6 C 66 IMP 16 (RED) P 12 (GRAY) 6HS C 66HS 0 AB PLT: i /2 "x 3" SO. CHR. HT: 1 1/2' C WOO FLOCR LEVEE 5th 2nd 'LET LOADS , LOADS COLLECTED DEFERENTIAL LOAD LOCATIONS 3,000 000 7 19,000 3.000 ; I 5.000 ; 2000 ; 2.000 ; 4.000 ,000 .-IMP 24 (GREEN) P 8 (BLACK) x6 6x6 BRI GE R 4 C 44 R 4 C 64 IMP 16 (RED) P 8 (BLACK) R 6 C 66 SOLID BLKG (TYP) C 66 12' R6 C 66 NOTES: 1) STUDS SHOWN IN BOLD ARE ADDITIONAL STUDS REQUIRED BY THIS SYSTEM. 2) 2x4, 2x6, 3x4 CALCULATIONS ARE BASED ON HEM FIR STUDS with F'c (PARALLEL TO GRAIN) = 800 PSI. 3) HEM RR PLATE BEARING CALC. BASED ON F'c (PERP) = 405 PSI. 4) 2x4's, 2x6 BASED ON STUD GRADE. 3x4's, 404's ARE NO. 2 GRADE. 5) DOUBLE STUDS ASSUMED AT END OF 2x4, 2x6 SHEAR WALLS. 6) SINGLE STUDS ASSUMED AT END OF 3x4 FRAMED SHEAR WALLS. 7) EXISTING STUD SPACING IS BASED ON 16" O.C.. 8) 4x4 CAPACITIES ARE BASED ON 2x4 FRAMING 16" O.C.. 9) 6x6 CC`APRESSION BRIDGES ARE REQUIRED IN 2x6, 3x6 WALLS. 10) 14' -0 4x8 DOUG FIR POST CAPAC TY = 5,341 LBS. 11) 14' -0" 4x10 DOUG FIR POST CAPACITY = 6,765 LBS. LL SCALE: NONE COLLECTOR STUD CAPACITY SCHEDULES , 10" MAX LINO n" feAt/4 COLLECTOR STUD CAPACITIES FOR HEM FIR STUDS ON HEM FIR PLATE SH -1 i SH -1 TYP. IMPASSE INSTALLATION nCTAII S1RAIrr_HT WALL WALL INTERSECTION CORNER INSTALLATION ANCHOR BOLT NOTE: CONTRACTOR SHALL BE TYP. ANCHOR BOLT PLAN (73-- AND SP ONSI BLE FOR COORDINATION ALL TYPE SCALE NONE SH - 1 SH - 1 ANCHOR BOLTS IN CONCRETE. DRILL 1 1/8 "0 HOLE IMPASSE DEVICE° PLATE ® 406/606 COMPRESSION BRIDGE, DO NOT 5 NAIL TO STUDS FACE NAILING, TNO (2) NAILS 4" O.C. ROWS EACH SIDE (TYP;. SEE NOTE O8 SUPPORT STUDS® MATCH PLYWOOD EDGE NAILING SCHEDULE (TYP)® ROD (R) FACE NAILING NQ IF MORE THAN TAD (2) TRIMMERS ARE REQUIRED, DO NOT PROVIDE FACE NAILING UNLESS NOTED. TYP. BRIDGE INSTALLATION DETAIL IMPASSE DEVICE COMPONENT,1 PLATE O SOLID BLOCKING PER STRUCT ENGR. REQUIREMENTS 1%6 "0 HOLE UNO (TYP) (2) 2x PLATES ROD (R) FLOOR BELOW ALLOWABLE ROD OFFSET DETAIL SCALE: NONE V \ � V FLOOR ABOVE - 1 " MAX PER FLOOR FROM i FROM PLUMB CL IMPASSE DEVICE �i.�(OR COUPLER) FLOOR JOIST OR SOLID BLOCKS ( TYP ) REF. STUDS (TYP) y ` -PLUMB IMPASSE DEVICE (OR COUPLER) 2 SH SH 1 REFERENCE STUDS ROD (R) COUPLER AB & ROD (R) FULLY SEATED IN COUPLER FND. PLATE ANCHOR BOLT AS SPECIFIED BY INQUEST ENGR. PLATE (SIZE VARIES) ANCHOR CHAIR OPTIONAL LEAVE 3 THREADS MIN. NAILS (Ti'?) EXPOSED ADDITIONAL REINFORCEMENT /REBAR MAY REQUIRED BY THE STRUCTURAL PLANS, CONTRACTOR TO VERIFY. TYP. ANCHOR BOLT INSTALLATION nCTAll rTh DATE: -I I- Cc W I- z w 0 z 0 0 N I.- INQUEST JOB NO: 01144 SHEET TITLE: EARTHBOUND SEISMIC HOLDOWN SYSTEM INSTALLATION DRAWINGS ICBO ER #5378 01/09/02 SHEET NO. PERMI CENTER File: DO 0'1 1 35mm Drawing# 1 j nab EP' Gat set eel. sew yrs arsine /me eretne • +r. rain •::I:. • • ' rtl rain • M mire •..i. t•» •er rt slur doles .at t r rant • I lee lent et • Interne ,." • r tul airs i ttoe rtr ..l 1 .. cMlral .rl � SOS OBIS? a MIM' eater eel, I Miff 'Ste GB -2 Q f Cp l` 44 i 9i) rte\ 4 • we lint SIM.O.r. ularrwra 11MSr ••j►Q •M0 elm Ilea al ••UCsl ctrs t aNr .stir eel. ...flat. »rya. Me t f =olio II I" = : 1 N O N • 1»m 91 uttl•rlt eater .al. ester vrar Mµ •e. Associated Earth Sciences, Inc. v O,tisI I �. — gunge.' DM " a \ortuM taw ql., vault "gm Mlr .lw alr� aeter11M St .01 a04 eater .elect •,, ',went REFERENCE: DRAWING PROVIDED BY TUKWILA FAMILY FUN CENTER LLC • • t Ma•alt �• V1»ryr.1. i. Mre 01 Nett /lee Ilea 0, .r11ts1 etre t tl,t tr Gr ee Uoter9reorel Omer I, stet stow., • • R ,� v er a»n.lt e• • • • • i • ; .� Mill 0 INCH CHINA • • 1 SNb.ryr5.w..a. . • ° ,6 0. WKS Of welt Ito, line at .rl)Cal Csre I gutter • SITE AND EXPLORATION PLAN. TUKWILA FAMILY FUN CENTER TUKWILA, WASHINGTON I I I( I I I I I I .._ I I IIIIIii i �� i ._ Llilil iliii ` I ; I II � ��I�I���� I I 1 2 3 , 77....E ?t4 5 day Gva ay 0 N so 'CET 91. . t'L EL Zl �'Ih`� � OL. 6 8`.., , L , I .' 9 b• E Z W 111111111 IIIIIIIIIIIIIIIIIIIIIIII11111111111111111111111111111I1 11111I11.111 ,111111.111111111111.11 100 1 LEGEND -- — — Approximate extent of large sized rubble in fill soils beneath building footprint EB -1 • Approximate location of exploration boring (by AESI) EP -1 ® Approximate location of exploration pit (by AESI) GCW -1 , Approximate location of exploration boring and monitoring well (by Geotech Consultants, 1997) AT -1 f13. Approximate location of exploration pit (by Applied Geotechnology, 1989) GB -1 Approximate location of exploration boring (by Geo Engineers, 1997) B -1 Q Approximate location of exploration boring (by Giles Engineering Associates, Inc., 1998) FIGURE 1 DATE 11/00 PROJECT NO. KE00689G